WATER POLLUTION CONTROL RESEARCH SERIES • 11023—08/70
Retention Basin Control
of
Combined Sewer Overflows
ENVIRONMENTAL PROTECTION AGENCY • WATER QUALITY OFFICE
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WATER POLLUTION CONTROL RESEARCH SERIES
The Water Pollution Control Research Reports describe the results and progress
in the control and abatement of pollution of our Nation's waters. They provide
a central source of information on the research, development and demonstration
activities of the Water Quality Office of the Environmental Protection Agency,
through in-house research and grants and contracts with the Federal, State
and local agencies, research institutions, and industrial organizations.
Triplicate tear-out abstract cards are placed inside the back cover to facili-
tate information retrieval. Space is provided on the card for the user's
accession number and for additional key words. The abstracts utilize the
WRSIC system.
Inquiries pertaining to Water Pollution Control Research Reports should be
directed to the Head, Project Reports System, Planning and Resources Office,
Research and Development, Water Quality Office, Environmental Protection
Agency, Washington, D.C. 20242.
Previously issued reports on the Storm and Combined Sewer Pollution Control
Program:
11000 --- 01/70
11020 FKI 01/70
11024
11023
11024
11023
11024
11034
11022
11020
11022
11023
11024
11024
DOK 02/70
FDD 03/70
DMS 05/70
EVO 06/70
— 06/70
FKL 07/70
DMU 07/70
--- 08/70
DMU 08/70
FDB 09/70
FKJ 10/70
— 12/70
Storm and Combined Sewer Demonstration Projects -
January 1970
Dissolved Air Flotation Treatment of Combined Sewer
Overflows, (WP-20-17)
Proposed Combined Sewer Control by Electrode Potential
Rotary Vibratory Fine Screening of Combined Sewer
Overflows, (DAST-5)
Engineering Investigation of Sewer Overflow Problem -
Roanoke, Virginia
Microstraining and Disinfection of Combined Sewer
Overflows
Combined Sewer Overflow Abatement Technology
Storm Water Pollution from Urban Land Activity
Combined Sewer Regulator Overflow Facilities
Combined Sewer Overflow Seminar Papers
Combined Sewer Regulation and Management - A Manual
of Practice
Chemical Treatment of Combined Sewer Overflows
In-Sewer Fixed Screening of Combined Sewer Overflows
Urban Storm Runoff and Combined Sewer Overflow Pollution
Continued on inside back cover
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RETENTION BASIN CONTROL
OF COMBINED SEWER OVERFLOWS
by
Springfield Sanitary District
Springfield, I 11inoi s
for the
ENVIRONMENTAL PROTECTION AGENCY
WATER QUALITY OFFICE
Grant 3-111-1
August, 1970
For sale by the Superintendent of Documents, U.S. Government Printing Office, Washington, D.C. 20402 - Price $1
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EPA Review Notice
This report has been reviewed by the Water Quality Office,
EPA, and approved for publication. Approval does not signi-
fy that the contents necessarily reflect the views and poli-
cies of the Environmental Protection Agency, nor does mention
of trade names or commercial products constitute endorsement
or recommendation for use.
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ABSTRACT
Control of combined sewer overflows by retention in an open basin has
been evaluated. Fish kills, which were numerous prior to construc-
tion of the facility, ceased and there was an increase in the abun-
dance of pollution sensitive organisms in the stream below the basin.
Average annua.l reduction of BOD was 27 percent and col i form reduction
averaged 72 percent. However during the period from June through Oc-
tober 1969, production of algae in the basin caused the effluent BOD
to consistently exceed that of the influent. In addition to the oxy-
gen demand on the stream, production of algae may be objectionable at
some installations for aesthetic reasons. Sludge accumulation was sig-
nificant in the basin and must be taken into account in design of sim-
ilar facilities. Suggestions for future designs of retention basins
are included.
The report was submitted in fulfillment of provisions of Demonstra-
tion Grant No. 3-111-1 between the Environmental Protection Agency,
Water Quality Office and The Springfield Sanitary District.
Key Words: Combined sewers, urban drainage, retention basins, lagoons,
combined sewer overflow.
i i i
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CONTENTS
Sect ion
I Conclusions and Recommendations 1
I I Introduction 3
III Design of Retention Basin 13
IV Construction of Basin 21
V Operation of Basin 27
VI Sampling and Analytical Methods for 37
Performance Evaluation
VII Results 43
VI I I Summary 79
IX References 81
X Appendices 83
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FIGURES
PAGE
1 DRAINAGE AREA TRIBUTARY TO COOK STREET PUMPING 5
STATI ON
2 OVERFLOW FROM COOK STREET PUMPING STATION DIS- 7
CHARGING CHANNEL THROUGH 66 IN. AND 108 IN.
DIAMETER SEWERS
3 66 IN. DIAMETER SEWER DISCHARGING TO COOK STREET 7
CHANNEL
4 108 IN. DIAMETER SEWER DISCHARGING TO COOK 8
STREET CHANNEL
5 COOK STREET CHANNEL ABOVE SITE OF RETENTION BASIN 8
6 LOCATION OF PROJECT AND RELATED FEATURES 9
7 PLAN OF RETENTION BASIN 14
8 AERIAL VIEW OF RETENTION BASIN PRIOR TO COMPLE- 15
TION OF CONSTRUCTION
9 DETAIL OF SLOTTED SPILLWAY 16
10 DEPTH DISCHARGE RELATIONSHIP FOR BASIN SPILLWAYS 17
11 DISCHARGE RATE, VOLUME, AND RETENTION TIME FOR 18
VARIOUS BASIN DEPTHS
12 GENERAL VIEW OF BASIN SHOWING INFLUENT AND 22
EFFLUENT SAMPLING PIPES
13 ENTRANCE END OF NO. 1 SPILLWAY. VIEW LOOKING 22
NORTH-EAST
14 VIEW OF NO. 1 SPILLWAY LOOKING WEST ALONG NORTH 23
RETAINING WALL
15 SAMPLING TANK AND SAMPLER LOCATED IN SAMPLE 25
COLLECTION BUILDING
16 VIEW OF BASIN IN OPERATION SHOWING INFLUENT 28
CHANNEL IN DISTANCE
17 OVERFLOW DISCHARGING TO SUGAR CREEK THROUGH 28
NO. 1 SPILLWAY
VI I
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18 VIEW LOOKING NORTH ALONG THE EAST SIDE OF THE 29
BASIN. BECAUSE OF THE STAGE OF SUGAR CREEK,
WATER IS FLOWING FROM THE STREAM INTO THE
BASIN
19 VIEW LOOKING WESTERLY ALONG THE ENTRANCE CHANNEL 29
SHOWING THE NO. 2 SPILLWAY- WATER SURFACE AT
THIS TIME WAS 0.35 FT LOWER THAN AT SPILLWAY
NO. 1 AND FLOW WAS OUT OF THE LAGOON
20 CHART FOR RECORDING FLOW OVER NO. 1 SPILLWAY 39
21 MONTHLY AVERAGE BOD VALUES OF BASIN INFLUENT AND 49
EFFLUENT
22 VARIATION OF DISSOLVED OXYGEN IN BASIN INFLUENT 51
AND EFFLUENT
23 pH LEVELS IN BASIN INFLUENT, BASIN EFFLUENT AND 53
IN STREAM ABOVE BASIN
24 SUSPENDED SOLIDS CONCENTRATIONS IN BASIN INFLUENT 54
AND EFFLUENT
25 VOLATILE CONTENT OF SOLIDS IN BASIN INFLUENT AND 55
EFFLUENT
26 REDUCTION OF COLIFORM ORGANISMS IN THE RETENTION 58
BASIN
27 AVERAGE RETENTION TIME IN BASIN 60
28 ACCUMULATION OF SOLIDS IN RETENTION BASIN ON 61
DECEMBER 4, 1968
29 ACCUMULATION OF SOLIDS IN RETENTION BASIN ON 62
JUNE 20, 1969
30 ACCUMULATION OF SOLIDS IN RETENTION BASIN ON 63
JANUARY 15, 1970
31 AVERAGE BOD IN STREAM ABOVE AND BELOW POINT OF 67
BASIN DISCHARGE
32 EFFECT OF RETENTION BASIN DISCHARGE ON DISSOLVED 68
OXYGEN LEVELS IN THE RECEIVING STREAM
33 SUSPENDED SOLIDS CONCENTRATIONS IN RECEIVING 69
STREAM
VI I I
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34 COMPARISON OF TEMPERATURE OF BASIN DISCHARGE 70
AND RECEIVING STREAM
35 INFLUENCE OF RETENTION BASIN. DISCHARGE ON 71
COLIFORM DENSITY IN RECEIVING STREAM
36 RESULTS OF BIOLOGICAL SURVEY OF SUGAR CREEK- 77
BENTHIC ORGANISMS
37 RESULTS OF BIOLOGICAL SURVEY OF SUGAR CREEK- 78
LOT 1C ORGANISMS
IX
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TABLES
No.
I Tabulation of Correlation Coefficients for 44
Retention Basin Performance
II Tabulation of Correlation Coefficients for 46
Sugar Creek Studies
III Total Inorganic, Ortho, and Meta Phosphates 57
in Influent and Effluent Retention Basin
IV Accumulation of Solids in Retention Basin 64
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SECTION I
CONCLUSIONS AND RECOMMENDATIONS
A combined sewer overflow retention basin has been shown to be an ef-
fective means of limiting surface water quality deterioration at
Springfield, Illinois following storms. Use of a constricted section
in the basin overflow spillway limits the rate of flow to the stream
during and immediately following a storm and retains excessive storm-
water overflow for subsequent discharge at a diminished rate.
Best evidence of the efficacy of the facility is afforded by observa-
tion of the quality of the receiving stream, Sugar Creek. Fish kills,
which occurred rather frequently prior to construction of the facility
have occurred only once since the basin was completed, and this occur-
rence was while the basin was drained for repairs. In addition, a
shift in the aquatic life in the stream from pollution tolerant to
pollution sensitive has been observed.
Based on analysis of the concentration in daily composite samples, BOD
reduction in the basin averaged 27 percent. However, during the sam-
pling period June to October, 1969, the effluent BOD exceeded that of
the influent due to algal production in the basin. In addition to the
increased organic load on the receiving stream, the release of water
with high algal density could cause aesthetic problems. Although coli-
form reduction in the basin averaged 72 percent, such basins alone could
not be considered to provide adequate control of pathogenic organisms
at all installations because high densities of indicator organisms
still prevail in the basin discharge.
From the observations and data collected in evaluating the performance
of the retention basin, the following conclusions and recommendations
can be made:
1. Rational interpretation of the performance of the basin was limit-
ed by the lack of capability for controlling and measuring opera-
tional parameters. Any future retention basin demonstration pro-
jects should be equipped with provision for measuring the rate of
flow into the basin and for collecting individual grab samples
with high frequency from both the influent and effluent to permit
assessment of fate of individual storm flows.
2. Appreciable accumulation of solids occurred in the basin. In the
design of retention basins for combined sewer overflows, considera-
tion must be given to the accumulation of sludge in the basin re-
sulting from infrequent solids removal and disposal.
3. The practice of bypassing excess storm flows as was the required
mode of operation in this study would seem to warrant further
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consideration. If such provision is made in future basins, the
design should al ow for var.ation in the overflow level and for
the ability to eliminate the bypass completely.
4. During periods of high stage in the receiving stream the basin did
not function as intended. It would seem desirable in future ba-
sins to prevent river backup into the basin where possible by se-
lection of a more appropriate basin site and by use of adjustable
overflow wei rs.
5. Multiple celled installations would seem to warrant consideration;
further, the capabilities of future installations would be extend-
ed by making provision for either series or parallel operation.
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SECTION II
INTRODUCTION
Nature of the Combined Sewer Problem
During an era when attitudes toward control of water pollution differed
from those which prevail now, construction of combined sewers was com-
mon in the United States. The American Public Works Association has
estimated that communities having a total population of 54 million are
served in full or in part by combined sewers (1). The sewers convey
in a single conduit both domestic and industrial wastes and urban run-
off. When waste treatment was provided in communities with combined
sewers it was impractical to provide enough interceptor and treatment
plant capacity to accommodate the extremely high flows which occurred
during rainfall. Hence, provision was made for overflow of combined
sewers into receiving waters when total flow exceeded by several times
the normal average dry weather flow. The apparent philosophy was that
these overflows would tend to occur during periods of higher stream
flow and would not seriously impair water quality.
In fact, serious water pollution problems have occurred as a result of
overflow from combined sewers. While the problem has tended to be ig-
nored in the past, population growth, increased industrialization, in-
creased runoff factors from urban areas, and a greater concern for en-
vironmental quality have resulted in increased recognition of the
problem in recent years. As an indication of this recognition, the
Water Quality Act of 1965 contained special provisions for projects
which might demonstrate new or improved methods of controlling dis-
charges from combined sewers. The work considered in this report is
such a project.
In earlier years, when attention was given to problems caused by com-
bined sewer overflows, the tendency was to conclude that if combined
sewers were a problem, then the solution of the problem was to con-
struct separate sewers. The number of such separation projects car-
ried out was large enough to provide cost information sufficient for
the American Public Works Association to prepare an estimate of the
total cost of separating combined sewers (1). They estimated that the
total cost, including necessary plumbing changes on private property
would be approximately $48 billion. The cost of such a program is by
itself sufficient cause to explore alternative means of accomplishing
the same objective. Further, there is reason to question the efficacy
of a separation program. This is because the deterioration in water
quality caused by combined sewer overflows is not solely attributable
to its content of raw sewage. The urban drainage itself can be a sig-
nificant source of common pollutional materials (2). Indeed, under the
provisions of the Clean Water Restoration Act of 1966, projects for
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controlling pollution from storm water itself are eligible and it has
been suggested that it may in the future become necessary to treat
discharges from separate storm sewers prior to their release into re-
ceiving waters (2) .
The program of the Storm and Combined Sewer Pollution Control Branch
of the Federal Water Quality Administration has emphasized alterna-
tives to storm water separation. Ideas for control of storm and com-
bined sewer pollution prompted by the demonstration project program of
FWQA have generally fallen into one of three categories (5). One ap-
proach emphasizes control of storm water flow through reduction of
runoff, improved utilization of sewer systems, temporary storage, etc.
Other projects emphasize treatment of wastes through chemical, biolog-
ical and physical means. Finally, the third category of projects in-
cludes a combination of control and treatment. The project described
in this report is of the latter type.
Nature of the Springfield Problem
Often the most severe water quality degradation from combined sewer
overflows occurs from rather minor storms which are sufficient to over-
load combined sewers but insufficient to cause a high degree of dilu-
tion in the receiving watercourse (1). At Springfield, Illinois, these
events occur with a greater than usual frequency because a combined
sewer overflows to a small stream which has controlled discharge. The
problem is created by combined sewers tributary to the Cook Street
Pumping Station which overflow to a small stream, Sugar Creek, at a
point downstream from Lake Springfield, an artificial reservoir in
which flow is retained to meet the water supply needs of the city.
The history of nuisance conditions and water quality degradation re-
sulting from the Cook Street Pumping Station overflow is a long one.
During the 1960's, repeating instances of fish kills in Sugar Creek
were attributed to the overflow and, indeed, damages for a fish kill
were paid by the Springfield Sanitary District. A log of investiga-
tions of pollution of Sugar Creek by the Illinois State Sanitary Wa-
ter Board and the Springfield Sanitary District is included as Appendix
I, and data obtained during those investigations are presented in Ap-
pendix I I .
The 3.45 sq mi of the drainage area tributary to the Cook Street Pump-
ing Station is served by combined sewers. Figure 1 shows the area
served by sanitary sewers as well as that having combined sewers, both
of which contribute to the pumping station. The drainage area is al-
most completely urban in nature and the runoff coefficient has been es-
timated at 0.5 (4). Based on this area, runoff coefficient, and the
rainfall intensity frequency data of Yarnell (5), stormflow to the pump-
ing station has been estimated at 1,653 cfs for a 50-year storm and
1,873 cfs for a 100-year storm (4). For a 2-year storm (0.7 in./hr)
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FIGURE 1. Drainage Area Tributary to Cook Street Pumping Station
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runoff would be 771 cfs. Troemper (6) has estimated that the combined
capacity of the 108 in. and 66 in. diameter sewers which serve the
pumping station is 766 cfs without surcharge.
Four pumps with a combined capacity of 13,500 gpm (30.2 cfs) are in-
stalled at the Cook Street Pumping Station. This maximum discharge 's
about five times the average daily flow of sewage from the drainage
area or about twice the maximum daily dry weather flow (7). The east
side interceptor to which the pumping station discharges is loaded to
capacity and an increase in capacity of the Cook Street Station could
not eliminate the overflow of combined sewage (4).
Flow in excess of the capacity of the Cook Street Pumping Station is
automatically bypassed to the Cook Street channel. Figures 2, 3, and
4 show the 66 in. and 108 in. diameter sewers discharging to the chan-
nel, downstream of pumping station. The Cook Street channel is a nat-
ural drainage course with intermittent flow. A stretch of the Cook
Street Channel above the site of the retention basin is shown in Fig-
ure 5; note the dry weather flow. It is estimated that during storm
periods, about 95 percent of the flow in the channel originates at the
Cook Street Pumping Station. The combined sewer overflow travels
about 9000 ft down the Cook Street channel where it is discharged to
Sugar Creek. Figure 6 shows the location of the channel and Sugar
Creek.
Sugar Creek is a small stream at the eastern edge of Springfield.
About four miles above the confluence of the Cook Street drainage canal
with Sugar Creek, the stream has been dammed to form Lake Springfield
which serves as the raw water reservoir for the city. The function of
the dam is to retain storm water discharges to supply water during pe-
riods of low stream flow. When adequate quantities of water are stored
in the reservoir, excess flow is allowed to pass over the dam. How-
ever, during the critical summer months when stream flow is normally
low, water temperatures are high, and equilibrium dissolved oxygen lev-
els are comparatively low, virtually all water falling on the Sugar
Creek watershed is retained in Lake Springfield. Hence, little dilu-
tion occurs and water quality degradation problems are especially crit-
ical during these times.
Backwash water from the Springfield water treatment plant and dis-
charges from the City of Springfield power plant enter Sugar Creek im-
mediately below the dam and above the point at which the Cook Street
channel discharges.
Below the point at which the combined sewer overflow enters Sugar Creek
from the Cook Street channel, the stream flows about 4 miles to its
confluence with the South Fork of the Sangamon River. Instances of ob-
jectionable stream conditions have been confined to the short section
of Sugar Creek between the Cook Street channel and its confluence with
the South Fork of the Sangamon River. Because of the increased dilution
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FIGURE 2. Overflow from Cook Street Pumping Sta-
tion Discharging Channel through 66 in,
and 108 in. Diameter Sewers
FIGURE 3. 66 in. Diameter Sewer Discharging to
Cook Street Channel
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FIGURE 4. 108 in. Diameter Sewer Discharging
to Cook Street Channel
FIGURE 5. Cook Street Channel above Site of
Retention Basin
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to
^^ Point
Bypass Channel
FIGURE 6. Location of Project and Related Features
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in the South Fork of the Sangamon River, no water quality problems in
that stream have been associated with the Cook Street Pumping Station-
Concept of Project
Analysis of the nature of the overflow problem along with evaluation
of land use patterns and consideration of possible alternative solu-
tions led to a proposal for construction of a retention basin as a
means of abating the pollution problem caused by the Cook Street com-
bined sewer overflow. It was envisioned that the retention basin
could function in several ways to improve conditions in Sugar Creek.
By use of such a facility a sustained low rate of flow to the stream
would be substituted for the high rate, short duration, flow charac-
teristic of storms. Even with no attenuation of waste constituents
in the lagoon this elimination of the "shock" effect itself was con-
sidered to be an important merit of the proposed system. Also, the
low quality, "first flush" characteristic of the initial runoff from
urban areas (2) would be diluted in the basin with the subsequent dis-
charge prior to release to the stream. In addition, retention of the
storm water overflow in a quiescent basin could be expected to accom-
plish considerable removal of suspended solids and some removal of
BOD. To illustrate, laboratory studies by Evans (3) suggested that 5
hour retention time might account for approximately 70 percent removal
of suspended solids and 30 percent removal of BOD. Further improvement
might occur due to biological degradation of the nonsettleable organic
constituents and die away of pathogenic organisms contained in the
overflow.
Objective of Study
The purpose of the study was to evaluate the performance of the reten-
tion basin under actual operating conditions so as to permit predic-
tion of the probable performance of similar basins at other installa-
tions and to obtain information which would be useful in developing
design criteria for such combined sewer control facilities.
Organization of Study
The work was conceived, organized and carried out by the Springfield
Sanitary District. The consulting engineering firm of Jenkins, Mer-
chant, and Nankivil, Springfield, Illinois prepared the plans and
specifications for construction of the retention basin and associated
facilities. During the period of evaluation of lagoon performance,
sample collection and laboratory analyses were carried out by per-
sonnel of the Springfield Sanitary District. In the early phases of
the study, bacteriological tests were conducted by the Division of
10
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Laboratories of the Illinois State Department of Public Health. The
consulting firm of Ewing, Engelbrecht and Associates assisted with
procedural matters during the period of evaluation of lagoon perfor-
mance and cooperated in analyzing the data collected by Springfield
Sanitary District personnel. Drs. John Mel in and Ronald Woodhead
were responsible for computer analysis of the data. This report was
prepared jointly by personnel of Ewing, Engelbrecht and Associates and
of the Springfield Sanitary District.
11
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SECTION I II
DESIGN OF RETENTION BASIN
The site selected for construction of the retention basin was at the
confluence of the channel carrying the Cook Street overflow with Su-
gar Creek as shown in Figure 7. The site was 9000 ft from the Cook
Street Pumping Station and was remote from developed parts of the city
of Springfield. The nearest residential area was approximately 1500
ft from the site. Figure 7 shows some of the details of the basin and
an aerial photograph taken prior to construction of the sampling facil-
ities is included as Figure 8.
The levees forming the basin rose 14 ft above the basin bottom and the
10 ft top width of the levees was surfaced with crushed stone to pro-
vide an all-weather roadway. Inner and outer side slopes were three
horizontal to one vertical. The levees were continued along the Cook
Street outlet channel for some distance upstream to prevent overflow
of that channel when the lagoon water depth was great. Also included
in the design were a surfaced access road, supplementary perimeter
drainage, drainage structures, and fencing.
The lagoon was designed to retain a flow of 104 cfs. A ten-acre sur-
face area was selected and at the 104 cfs flow rate, the theoretical
retention time would be slightly less than 8 hr.
To minimize necessary operational attention, overflow spillways from
the lagoon were designed to automatically control flow. The princi-
pal element in the flow control scheme was spillway No. 1. Figure 9
illustrates the nature of that spillway. It was equipped with a slot
3 ft wide and 2 ft deep below the crest of the main spillway. The bot-
tom of the slot was 4 ft above the floor of the lagoon and hence that
was the minimum water depth. Normal dry weather flow in the Cook
Street outlet channel passed through the slot. The slot in the No. 1
spillway served as a constriction to limit the rate of outflow of sud-
den discharges produced by combined sewer overflow. Such storms were
accompanied by an increase in the depth of water in the lagoon with
an accompanying increase in outflow, but because of the spillway con-
traction caused by the notch, the overflow was retained and permitted
to discharge at a moderate rate over a long period of time.
Significant quantities of combined sewer overflow could cause the pool
depth to increase to 6 ft and at that point the major portion of the
No. 1 spillway would begin to function. If the depth increased to 7 ft,
which corresponded to the 104 cfs flow rate, spillway No. 2 located
near the entrace to the basin began to function, bypassing flow, past
the lagoon. Figure 10 (taken, with some modification from Jenkins,
Merchant, and Nankivil, 1965) illustrates the depth-discharge rela-
tionship for the spillways and Figure 11 contains a tabulation of
13
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Spillway No. I Crest at 530.00
Slot at 528.00
Floating Trash Boom-\
-4 in. 4> Plastic Effluent
Spillway
No. 2
Crest at
531.00
FIGURE 7. p]an of Retention Basin
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FIGURE 8. Aerial View of Retention Basin Prior
to Completion of Construction
15
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Slot With -
Log Grooves
A
t
«-^
^^r— 1
P
/
t/
1 r
' 2
48'
i
^o
t
EI.-538.0
Lagoon Floor
El, 524.0
Slot
Section A-A
Spillway
Section B-B
FIGURE 9. Detail of Slotted Spillway
16
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536
535
534
533
//-Slot in
r No. I
/ Spillway
No. 2 Spillway
X
o.l Spillway
(Less Slot)
A
528
0 200 400 600 800 1000 1200 1400 1600 1800
Discharge, cfs
FIGURE 10. Depth Discharge Relationship for Basin Spillways
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Elev :
538.0
536.0
535.0
534.0
533.0
532.0
531.0
530.0
529.0
528.0
Volume, cu. ft.
~l
5,330,016
4,840,941
4,360,260
3,887,901
3,423,792
Crest of Levee — \
Max. Water Surf.
I
Discharge , cf s
>— Slot#l
Spillway
203
167
1 132
1 101
1 72
2,967,861 1*2 Spillway Crest 1
2,520,036 r|SPi||wQy Crest 1
2.080.245
1,648,416
47
25
1 9
Slot,-**! Spillway
0
#1
Spillway
838
638
456
296
161
57
0
0
0
To
Lagoon
1,041
805
588
397
233
104
25
9
0
Reten.
Time.hrs.
1.42
1.67
2.06
2.72
4.08
7.95
28.0
64.3
00
Discharge, cfs
#1
Spillway
766
547
356
194
68
0
0
0
0
Q-AII
Spillways
1.807
1.352
944
591
301
104
25
9
0
00
524.0
Lagoon Floor
FIGURE 11. Discharge Rate, Volume, and Retention Time for Various Basin Depths
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flows which would occur at various water surface elevations along with
other pertinent basin data. The combined capacity of the No. 1 and
No. 2 spillways, which were constructed of reinforced concrete with
interlocking steel sheet piling cutoffs at both the upstream and down-
stream ends, was 1807 cfs. This flow corresponds to the predicted
flood flow which would occur with a 75 year frequency. Additional
emergency capacity to handle greater flows was provided in the form
of a "fuse plug" section of the levee which would fail during extreme
flood conditions. It is anticipated that during these conditions the
entire area adjacent to the lagoon would be inundated such that the
damage to the basin levee would be minimal.
19
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SECTION IV
CONSTRUCTION OF BASIN
The retention basin was constructed, utilizing two contracts. One
contract included the basic construction of the pond, levees and
spillways, including necessary roadways and seeding of the levee
banks. The second contract consisted largely of the instrumentation
required for the study including flow measurement equipment, sampling
equipment, a building to house the sampling and flow measurement
equipment, and, in addition, fencing of the lagoon and the erection of
a trash boom at the lagoon effluent spillway No. 1.
Bids were taken on the basic retention basin contract on October 4,
1966. Construction was started on October 28, 1966. Construction on
this contract was scheduled to be completed February 28, 1967. How-
ever, flood conditions were experienced in early December of 1966,
which placed the whole site under water for a considerable period of
time and made working conditions impossible. Further flood conditions
were experienced during the late winter and early spring of 1967 and
served to further delay the completion of this contract. Actual con-
struction on the basic contract was completed July 10, 1967. Bids
were received on the instrumentation contract on July 25, 1967. The
bids on this contract were considerably over the estimate. As a re-
sult there was some delay between the time that bids were received and
approval was obtained from the Federal Water Quality Administration to
accept the low bid and award a contract. Such approval was received
September 14, 1967. The contractor started work October 8, 1967. This
contract was to be completed January 16, 1968. Again, because of flood
conditions existing at the lagoon, work under this contract was delayed
and was finally finished on March 25, 1968.
The estimate of cost of the basic contract for basin construction was
$94,723.10. Nine bids were received on this contract, with Freesen
Brothers Inc. of Bluffs, Illinois, being the low bidder at $75,384.26.
The estimated cost of the instrumentation contract was $14,743.00.
Four bids were received on this contract, with the low bidder being
Jack Finley Company of Springfield, Illinois, at $28,342.00. If the
estimates on the basic pond construction and instrumentation are com-
bined, they total $109,466.10. The combined actual low bids on the ba-
sin construction and instrumentation total $103,726.26. Therefore,
while the instrumentation bid was considerably above the estimate, the
fact that the basic bid was below the estimate, allowed the entire work
to be done within the money available for the project. The final con-
tract cost was $77,478.91 for the construction of the retention basin
including all extras. The final cost of the instrumentation contract
including all extras was $31,257.00. The combined total cost of both
contracts was $108,735.91 which was within the estimated cost of
$109,466.10. Photographs taken during construction of some of the
major elements of the lagoon are shown in Figures 12, 13, and 14.
21
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FIGURE 12. General View of Basin Showing Influent
and Effluent Sampling Pipes
FIGURE 13. Entrance End of No. 1 Spillway.
View looking North-East
22
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FIGURE 14.
View of No. 1 Spillway Looking West
Along North Retaining Wall
23
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The rate of flow out of the basin was determined by measuring the head
over the spillways. Rating curves for both No. 1 and No. 2 spillways
were developed and were combined to provide a rating curve from which
the cam for the recording instrument could be cut. The head over these
spillways was measured with a pneumatic instrument. The meter mea-
sured the head at the No. 1 spillway and it was assumed that the same
elevation persisted across the entire lagoon. It is recognized that
there is some error in such an assumption due to the slight hydraulic
gradient across the lagoon. However, it was believed that such differ-
ence was within the limits of error of the measuring equipment. The
recording instrument (BIF, General Signal Corporation, Providence,
Rhode Island) was located in the equipment building adjacent to the
No. 1 spillway and provided indicating, recording and totalizing of the
flow.
Both the influent sample and the effluent sample were pumped to the
equipment building near the No. 1 spillway. A long suction line, four
in. in diameter, was provided from the influent sampling point to the
building and a short line of the same diameter was provided from the
effluent sampling point to the building. Pumps (Moyno Pump Division,
Robbins £• Meyer, Inc., Springfield, Ohio) located in the equipment
building took suction from the sampling lines, discharging into a sam-
pling tank. A scoop-type sampler, (Trebler, Lakeside Equipment Corpo-
ration, Chicago, Illinois) was provided in each tank to take the sam-
ples (Figure 15). Samples of equal volume were taken at 30 min inter-
vals with the automatic samplers and composited over a 24 hr period.
The composite bottles were located in a refrigerator and were kept un-
der mechanical refrigeration at all times. The point of sampling in
each instance was located 1.5 ft below the water surface when at the
notch in the No. 1 spillway or 2.5 ft above the lagoon bottom. Some
problems developed as a result of this which will be discussed later,
and the influent sample inlet was changed to permit withdrawal of a
sample 6 in. below the basin water surface.
24
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FIGURE 15. Sampling Tank and Sampler Located
in Sample Collection Building
25
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SECTION V
OPERATION OF BASIN
The retention basin and equipment operated satisfactorily overall dur-
ing the period of study. Figure 16 shows the basin in operation and
is a view facing the inlet channel. The overflow through the No. 1
spillway is shown in Figure 17; floating algae may be seen. There were
several things upon which a comment might be made with regard to both
design and operation of the installation. In an effort to economize on
construction costs, flanking levees were built on each side of the in-
let channel into the pond for a considerable distance back from the
pond. This was done in lieu of constructing the basin several feet
deeper. This in effect made the inlet channel a part of the basin it-
self. In operation of the basin it was found that during the lower
flows, solids would settle out in this part of the inlet channel form-
ed by the flanking levees. During heavier flows, the solids so settled
apparently were washed into the basin and very largely deposited close
to the inlet point rather than being dispersed more evenly over the en-
tire pond bottom. A considerable amount of sludge accumulated in the
basin. The amount was more than was anticipated. The duration of the
study was not sufficient to determine whether compaction of the sludge
might take place over a period of time to allow the sludge depth to
not become of unmanageable proportion. Some problems were also expe-
rienced with the sampling equipment but these problems are considered
to be typical of those occurring with the start-up of mechanical equip-
ment of most any type.
The retention basin was actually in operation as such from the late
fall or early winter of 1967. However, because of delays in installa-
tion of equipment, the actual study period was not begun until March 26,
1968. Problems were experienced during the first several months of
operation of the basin. Part of this was due to the need to by-pass
raw sewage to the basin during dry weather while repairs were being
made to equipment at the Cook Street Pumping Station. Problems were
also experienced in adjusting the flow meter. This ultimately necces-
itated attention by an agent of the manufacturer. This adjustment was
not made until approximately June 10, 1968 after which time the flow
meter was considered to operate properly. The receiving stream was in
flood on at least one occasion during the early months of basin opera-
tion and as a result backed into the No. 1 spillway. Flow actually was
taking place from the stream, over the No. 1 spillway, into the basin,
and flowing out of the basin through the No. 2 spillway. Recorded flow
rates during these periods were, of course, erroneous. Photos of such
a flooding condition are shown in Figures 18 and 19.
Problems were experienced with operation of the samplers during the
early months of the operation. This was particularly true of the influ-
ent sampler. Various things were tried to correct the condition and
proved unsuccessful and as a result the basin was ultimately drained
27
-------
FIGURE 16. View of Basin in Operation Showing
Influent Channel in Distance
FIGURE 17. Overflow Discharging to Sugar Creek
Through No. 1 Spillway
28
-------
FIGURE 18. View Looking North Along the East Side of the
Basin. Because of the Stage of Sugar Creek,
Water is Flowing From the Stream Into the Basin
FIGURE 19. View Looking Westerly Along the Entrance Channel
Showing the No. 2 Spillway. Water Surface at
This Time Was 0.35 ft Lower Than at Spillway
No. 1 and Flow Was Out of the Lagoon.
29
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completely on July 12, 1968 to determine the cause of the difficulty.
It was found that the 4 in. influent sampling line was much too large
in diameter for the size pump taking suction from it and, as a re-
sult, considerable amounts of solids settled in the line. This pro-
vided a nonrepresentative sample of the influent. On draining the ba-
sin, it was found that with the influent sampling point located where
it was, sludge had built up to such depths in this area as to com-
pletely cover the entrance into the sampling line which was 2.5 ft off
the bottom. Since the basin was down on this occasion, it was decided
to correct the problem with the oversized sampling line. The 4 in. in-
fluent sampling line was replaced with a 1.5 in. line. This provided
better velocities in the line and minimized settling of solids in it.
A method was also worked out to provide a floating entrance to the in-
fluent sampling line whereby the sample was always collected 6 in. be-
low the water surface regardless of depth of liquid in the basin. This
was done by constructing a float to carry the end of the influent sam-
pling line. This corrective action appeared to allow the influent sam-
pler to operate satisfactorily during the balance of the investigational
period.
The drain valve was closed and the basin allowed to refill on July 22,
1968. During the time when the basin was drained and no detention was
provided for the overflow, two periods of heavy rain occurred. On
July 15, rainfall in the amount of 0.85 in. was experienced. On July
16 rainfall was 0.23 in. and on July 17 rainfall was 0.80 in. No de-
tention was provided for the overflow which occurred during these
storms and as a result it entered immediately into Sugar Creek. Also,
with the solids accumulation in the basin from previous basin opera-
tions, solids were swept out into the stream and placed an even heavier
load on Sugar Creek than would have been the case if the overflow were
discharged directly to the stream on this occasion. As a result, the
only fish kill on Sugar Creek since the retention basin was placed into
operation occurred.
After these initial problems had once been resolved, operation of the
basin seemed to settle down and presented no particular problems for
the duration of the invest!gational period. Occasional problems were
experienced with clogging of the influent sampling line, however. These
were resolved by blowing out the line with compressed air and repriming
the sampling pump. No problem was experienced with regard to the ef-
fluent sampling line during the entire course of the survey. It is be-
lieved that the principal problem that was experienced on the influent
sampling line resulted from having an extremely long line between the
point of sampling and the pump. This could have been resolved readily
by installing a pump and sampling facilities at a point close to the
influent sampling point. However, this would have necessitated the in-
stallation of additional power lines and would have substantially in-
creased the cost of the project. It was felt that this kind of cost
increase was not warranted by the results which might possibly be ob-
tained.
30
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Virtually no maintenance or cost was involved in the actual operation
of the basin itself. Almost all costs were associated with the study
of basin performance. Crown Vetch was used for seeding the banks of
the levees instead of grass seed. As a result, there were no costs
associated with mowing of the banks during the study. No work was nec-
essary on the road on the basin levee during this time. However, a
small amount of work was required on the Township Road leading to the
facility. In order to make this road passable it was necessary for the
Sanitation District to do the maintenance work on the road rather than
wait for the Township to get it done. These costs, however, were minor.
A listing of maintenance required on the various items of equipment is
chronologically stated as follows:
June
July
July
July
July
July
July
August
August
August
10,
10,
12,
15,
16,
17,
22,
1,
16,
19,
November 5,
November 6,
November 8,
November 12,
November 14,
1968 -
1968 -
1968 -
1968 -
1968 -
1968 -
1968 -
1968 -
1968 -
1968 -
1968 -
1968 -
1968 -
1968 -
1968 -
November 29, 1968 -
Repair flow meter
Repair influent sampling 1 ne
Repair influent sampling 1 ne
Repair influent sampling 1 ne
Repair influent sampling 1 ne
Repair influent sampling 1 ne
Repair influent sampling 1 ne
Repair influent sampling pump
Repair effluent sampling pump
Sampler motor on influent sampler burn-
ed out; install new motor
Repair both influent and effluent sam-
pling pumps
Repair both influent and effluent sam-
pling pumps
influent sampling line
influent sampling line
influent sampling line and re-
samp 1 ing pump
Unclog
Unclog
Unclog
pai r
Repai r
January 14, 1969
March 4, 1969
March 5, 1969
March 6, 1969
April 11, 1969
June 16, 1969 - Unclog
both influent and effluent sam-
pling pumps
Repai r heater
Unclog
Unclog
Unclog
Unclog
in instrument building
influent sampling line
influent sampling line
samp 1i ng
sampli ng
sampling
influent
i nf1uent
i nfluent
1 ine
1 i ne
1 ine
During the entire period of the survey operation, maintenance cost for
labor was $1,887.76 and maintenance cost for equipment was $618.76 or a
total cost for both labor and equipment of $2,506.52 for the period
March 26, 1968 through November 30, 1969. Of course, other costs were
experienced for the operation of sampling and flow measurement equip-
ment and collection of and bringing the samples into the laboratory as
well as laboratory analysis of the samples collected. These are direct
costs of the actual investigation and should not be charged as costs of
31
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basin operation. Actually, virtually all of the maintenance costs
listed above should also be considered as costs of the investigation
rather than costs of the basin operation.
The cost of operating the retention basin was as follows:
..,, Annual
Expend!ture Cost
Power to operate sampling and flow
measurement equipment $ 162.47 $ 273.52
Road maintenance 181.65 305.80
Repair replacements and maintenance
of sampling and flow measuring
equipment 1,274.94 2,146.36
Salary of sample collector 5,875.28 9,891.05
Travel expenses of sample collector 1,697.42 2,857.61
Laboratory equipment and reagents 1,847.27 3,109.88
Salary of chemist 6,338.12 10,670.24
Administration cost associated with
pond operation (excluding that for
general administration, report
preparation, etc.) 121.97 205.33
$17,499.12 $29,459.79
"'All fringe benefits are included where salary is involved.
""Total cost included that for the entire investigational period,
March 26, 1968 through November 30, 1969.
It may appear from the above that unusually high costs were occasioned
for laboratory equipment and reagents. This was necessary because the
State of Illinois Division of Laboratories discontinued making the bac-
terial analyses and the Division of Sanitary Engineering could not com-
plete the biological investigation. It was, therefore, necessary for
the Sanitary District to purchase the necessary laboratory equipment
and supplies so that the District itself could take over this function
which was not planned originally to be done by the District. Some other
costs involved are considered to be unusually low. The salary of the
chemist during the survey is quite low. This was due to the fact that
it was possible to engage a part-time student chemist to do the neces-
sary laboratory work. The persons who were engaged had previous chem-
istry background and were entirely qualified to do the necessary labora-
tory work. Costs were also reduced for the sample collector inasmuch
as it was possible to utilize one of the District personnel on a part-
time basis for collection of the necessary samples occasioned by the
32
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investigation. The balance of his time was taken up with other duties
and, therefore, only a part of his time was chargeable against the
cost of the investigation.
A number of problems were encountered in the operation of the study.
Certain of these were problems associated with start-up of the study
which included mechanical difficulties with equipment as well as the
necessary changes in procedures that are occasioned in the normal
start-up of such a study. Some of these items have been discussed
previously but are again mentioned here- Problems were encountered
with the flow meter during the first several months. The flow data
are not considered representative until after June 13. Sludge was
found to be settling out to some extent in the sampling tanks due to
the long holding time in the tanks. This was corrected by reducing
the holding time in the sampling tanks to a minimum. This problem was
also corrected in June. Some mechanical problems were experienced with
the samplers at the start-up of the investigation. These again were
corrected within the first few months. An investigation of sampling
locations indicated the point at which the influent DO sample was
collected was not providing a representative sample. Due to conditions
existing at that point, there was some aeration taking place which was
indicating a higher dissolved oxygen concentration than was actually
representative. This was also corrected by the end of June.
Because of the many problems encountered during the first few months of
the study it was necessary to eliminate much of the early data on pond
performance. Most of the start-up problems were eliminated by the be-
ginning of August, 1968 so that it was not necessary to cast out large
blocks of data beyond that date.
Among the other problems that were experienced in the conduct of the
investigation, perhaps the most persistent was the one involving the
clogging of the influent sampling line. The reasons for this are be-
lieved to be several. Originally the 4 in. sampling line was much too
large and allowed sedimentation of the solids in the line. This was
corrected in July, 1968 by the abandoning of the 4 in. line and the in-
stallation of the 1.5 in, line in its place. However, it is believed
that even this could be improved upon were this investigation being set
up all over again. Placing the influent sampling pump closer to the
point of collection of the sample would have provided a much more sat-
isfactory operation. However, because of costs and the physical diffi-
culties involved it was not possible to do this in this investigation
once the investigation was initiated. It is also believed that the
point selected for collection of the influent sample was a poor choice.
It developed from operation of the basin that many solids were settling
out in the back water within the flanking levees along the inlet stream
and then were being washed into the lagoon and deposited out in the im-
mediate area of the influent sampler intake. This is believed to have
given some high results particularly on BOD at times when no flow was
coming into the lagoon. It was mentioned previously that flanking
levees were utilized to permit constructing the lagoon at the shallower
33
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depth. It has also been mentioned that the considerable amount of •
sedimentation of solids took place in the area of the influent stream
formed by the flanking levees. This, of course, made it extremely
difficult to try to get a representative sample of the waste flowing
into the lagoon. It would seem that for a similar study in the future,
flanking levees should not be utilized and that the additional costs
required to provide necessary depth in the lagoon would be justified
in order to get more representative results. Insofar as an operating
lagoon is concerned, the flanking levees would seem to be satisfactory.
They would provide the required capacity and would yet trap the solids
within the lagoon as is desired with this type of operation.
Some problems were encountered mechanically with the sampling pumps.
This was anticipated at the time the investigation was set up. Be-
cause of the power situation at the area of the lagoon, low capacity
pumps had to be utilized. As a result, it was decided to operate
pumps used for sampling on a continuous rather than an intermittent
basis. Of course, with continuous operation mechanical problems were
much more likely to develop. This did not present any great difficul-
ties insofar as operation of the investigation was concerned since an
extra sampling pump and motor had been provided originally. It was
possible, therefore, to install a new pump and motor very quickly when
one became inoperative, repair the inoperative pump and have it avail-
able for emergency operation the next time the problem developed.
Several phenomena occurred during the course of the survey which are a
little difficult to explain. One of these involved an algae die-off
early in the course of the study. As was expected a prolific algae
growth developed in the retention basin early in the spring of 1968.
This persisted until about the 6th of May when suddenly the algae died
off. As a result, the available dissolved oxygen was quickly depleted
and the basin became septic. This was the only occasion on which this
occurred. It was found that a fire had occurred immediately before
this time which completely destroyed a chrome plating plant in the area
of the city served by the basin. It can only be speculated that the
plating wastes discharged to the sewer were in some measure also dis-
charged into the basin during the period of rainfall, creating a toxic
condition for the algae and thus caused the situation to develop as it
did. This hypothesis is further borne out by the fact that at the same
time a complete upset was experienced at the sewage treatment plant of
the Sanitary District in which the activated sludge was virtually en-
tirely destroyed. It would, therefore, seem reasonable to believe that
the algae die-off in the pond was due to plating wastes reaching the
basin as a result of the fire.
Another phenomena, which cannot be explained, is the fact that during
the months of August and September in both years of the study. BOD val-
ues appeared to be unusually low. This was particularly true on the
upstream sampling station (Station No. 1) above the point of retention
basin discharge. The problem was not as pronounced in the year 1968 as
it was in the year 1969. In the year 1969, several instances of no
34
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measurable BOD were noted in the stream during the month of August.
Unusually low BOD values were also experienced during the month of
September. To explain this observation, both the sampling and labo-
ratory procedures were investigated. As a result, it did not appear
that there was anything relating to procedures, reagents used, or
equipment used in analyzing the samples that could account for this
situation. No change had been made in sampling procedure, so there-
fore this could not be held accountable. It, therefore, must be pre-
sumed that there was something occurring in the stream which caused
this situation to develop. The cause would seem to be seasonal in-
asmuch as it only occurred at that particular period of the year,
A problem developed in performing the bacterial analyses during the
spring of 1969. It was contemplated from the start of the study that
the State Department of Public Health, Division of Laboratories, would
do all bacteriological and biological work required in the course of
the investigation. The bacteriological analyses were made in the
State Laboratories until March 24, 1969, when they were suddenly dis-
continued. The Governor of Illinois, because of a financial crisis in
the State government, had decreed an austerity program which did not
allow the Division of Laboratories to continue with investigational
work of the kind that was being done in this instance. As a result,
attempts were made to find another laboratory that could make the
bacterial analyses. After making a number of unsuccessful inquiries,
it was decided to train personnel in the Sanitary District labora-
tories and to provide the necessary equipment for them to make the
bacteriological analyses. As a result, starting August 7, 1969, and
continuing until 'the end of the investigation, the bacteriological
analyses were performed in the Sanitary District laboratories. The
Division of Sanitary Engineering of the State Health Department was
also to provide biological sampling, particularly of Sugar Creek, at
intervals during the course of the investigation. One biological in-
vestigation was undertaken prior to the retention basin being placed
into operation to provide some background data. No other biological
investigations were undertaken by the State organization during the
course of the investigation. At the time that the Sanitary District
personnel were assuming the responsibility for making the bacteriolog-
ical analyses, it was also decided to undertake the biological inves-
tigations. This was also done and the results reflect the efforts of
the Sanitary District personnel during the last few months of the in-
vestigation. It was also contemplated that a fish assay would be made
of Sugar Creek below the point of discharge of the retention basin
prior to placing the facility in operation and again near the end of
the survey. This work was to be done by the State Department of Con-
servation. An assay was made of the stream and is reported in Special
Fisheries Report #18 of the Illinois Department of Conservation.
While this report is not extensive it does give some indication of
the fish population of the stream prior to the lagoon being placed in-
to operation. Again, because of the austerity program in State gov-
ernment, it was not possible to make the fish assay that had been con-
templated for the time near the close of the investigation.
35
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Another problem occurred at intervals which somewhat hampered the in-
vestigation of the pond. Because of the local physical condition,
flooding of the receiving stream and, hence, of the basin occurred on
a number of occasions during the course of the investigation. A dam
forming Lake Springfield exists on Spring Creek, a reasonably short
distance above the point of discharge of the oxidation pond. As a
result, there was normally not much flow in the stream at time of
rainfall. However, on a number of occasions, because of heavy rains,
the level of Lake Springfield became unusually high and it became
necessary to drop the gates on the Lake Springfield Dam to discharge
this surplus water. As a result, the water rapidly filled the entire
Sugar Creek Valley stream bed to the point where the level of the
stream was higher than the No. 1 spillway so that flow entered the
pond through the No. 1 spillway and exited via No. 2 spillway. On one
occasion, it is also believed that this situation occurred with no
discharge from Lake Springfield. Excessively heavy rains in the
eastern part of the Sangamon River watershed caused flooding of the
Lower Sangamon on one occasion to the point where flood waters backed
into Sugar Creek sufficiently to flood the spillways of the oxidation
pond.
Little problem was experienced from odors from operation of the pond.
While a considerable amount of sludge existed on the pond bottom on
virtually all occasions, it was covered over with water having a rea-
sonable amount of dissolved oxygen present. As a result, odors did
not emanate from the pond. There was one occasion of noticeable odor.
This was when the pond was drained in July of 1968. At this time the
solids deposited on the bottom of the basin which were undergoing
anaerobic decomposition were exposed to the atmosphere. Odors did de-
velop and complaints were received at that time. However, there were
no other occasions when odors were particularly noted at the site or
when they were brought to the attention of the Sanitary District by
residents in the area.
36
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SECTION VI
SAMPLING AND ANALYTICAL METHODS FOR PERFORMANCE EVALUATION
Samp 1i ng
1. Retention Basin. The problems and changes made in collecting sam-
ples of the influent flow for analysis have been discussed in Section
V. All changes which were made were accomplished early during the per-
formance evaluation period so that all data reported as of August 1968
were collected using the same procedure. Briefly, samples of the in-
fluent flow were collected for chemical and bacterial analyses at a
point where the inlet channel entered the retention basin. This was
done by suspending the sampling pipe 6 in. below the water surface
through the use of a float. Flow was withdrawn continuously through a
1.5 in. ABS plastic pipe by a screw rotor type pump to the sampling
tank located in the building containing the sampling and flow measure-
ment equipment. The distance between the equipment building and the
point of influent sampling was 920 ft. Samples of the effluent flow
from the basin were obtained without any problem through a pipe, the
inlet of which was located 2.5 ft above the bottom of the basin, dis-
charging to a sampling tank in the equipment building 180 ft away.
Samples of the influent and effluent flow were withdrawn continuously
with separate pumps (Moyno Pump Division, Robbins & Meyer, Inc.,
Springfield, Ohio) operating at a capacity of approximately 240 gph
and were discharged into 16 gal sampling tanks with continuous over-
flow. A scoop sampler (Trebler, Lakeside Equipment Corporation, Chi-
cago, Illinois) was mounted on each sampling tank and collected a con-
stant amount from the composited flow in each tank at 30 min intervals
over a 24 hr period. These aliquots were further composited by collec-
tion in a 5 gal PVC plastic bottle which was refrigerated. After thor-
ough mixing, a portion of these composite samples were removed and
taken to the laboratory for analysis. Except for dissolved oxygen and
temperature measurements, all data on the performance of the basin
were collected using composite samples collected in the above manner.
It should be noted that the 24 hr period of compositing extended from
one morning to the next during the week, with the data being reported
as of the date for the terminal day. In the case of weekend data, it
was the practice originally to composite samples from Friday morning
to Monday morning. This procedure was changed early in the perform-
ance study; sampling from Friday morning to Sunday morning was eli-
minated so that the data reported for each Monday date were obtained
from a 24 hr composite sample collected from Sunday morning to Monday
morning.
Dissolved oxygen and temperature data for the influent and effluent
flow were obtained from grab samples collected, for the most part, at
the same location as the continuous sampling but using a portable
37
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sampler attached to a pole so that the sample could be manually col-
lected from the shore.
Studies were performed to determine the accumulation of solids in the
basin by measuring the depth and distribution of sludge. This was
done by boat using a pole to which a piece of masonite, approximately
1 sq ft, was attached perpendicularly.
2. Receiving Stream. Stream samples for chemical and bacterial anal-
yses were collected manually at three different locations as grab sam-
ples. A conventional dissolved oxygen sampling container in which the
contents of the inserted bottle were displaced three times in its fill-
ing was used (6). The filled bottle was used for determining the dis-
solved oxygen while the remainder of the sample in the container was
used for making the other measurements.
Benthic sampling was also performed in making a biological survey to
determine the condition of the receiving stream. Further details on
this phase of the investigation are provided in Section VI1.
All sampling of the basin, including the maintenance of equipment, and
the receiving stream was performed by personnel of the Springfield
Sanitary District.
Flow Measurements
The effluent flow from the basin was determined by measuring the head
over the No. 1 spillway. This measurement was converted to flow by a
flow recorder assembly of the air bubbler type, consisting primarily of
a pneumatic type transmitter, a source of compressed air, and a receiver
fitted for indicating, totalizing and chart recording (Figure 20). The
transmitter and receiver were manufactured by BIF, General Signal Cor-
poration, Providence, Rhode Island. There was also a staff gauge lo-
cated at the point of effluent discharge so as to determine the sur-
face elevation of the water in the basin. The flow meter was calibrated
to record the total discharge from Nos. 1 and 2 spillways when the wa-
ter elevation in the basin exceeded the crest of No. 2 spillway.
There was no provision made to measure the influent flow to the pond.
Gross observations of influent flow were recorded by personnel of the
Sanitary District at the time of sample collection. Similar observa-
tions were made with respect to flow in the receiving stream.
Analytical Procedures
Unless otherwise noted, all analytical determinations were performed by
personnel and in facilities associated with the Springfield Sanitary
District.
38
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FIGURE 20. Chart for Recording Flow Over No. 1
Spi1Iway
39
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1. Dissolved Oxygen (DO). In all cases grab samples were used for
analysis. The Sodium Azide modification of the Winkler procedure was
used. Reagents were added to the sample immediately in the field us-
ing "pillows" manufactured by Hach Chemical Company, Ames, Iowa. Fi-
nal titration was performed in the laboratory.
2. Biochemical Oxygen Demand (BOD). The procedure employed was that
described by Standard Methods (1965) except that a dissolved oxygen
probe was used instead of the Winkler method for dissolved oxygen de-
termination. The probe used was manufactured by Precision Scientific
Company, Chicago, Illinois.
3. Solids. Both suspended solids (SS) and volatile suspended solids
(VSS) were determined in accordance with the procedures in Standard
Methods (1965) .
4. Temperature and pH. All temperature measurements were made in the
field at the time of sampling. Determination of pH was performed us-
ing a meter manufactured by Analytical Measurements, Inc., Chatham,
New Jersey.
5. Methylene Blue Active Substances (MBAS). This determination was
made by personnel of the Illinois Department of Public Health using
the Standard Methods (1965) procedure.
6. Coliform Density. These data were provided by personnel of the
Illinois Department of Public Health until March 25, 1969. No deter-
minations were made from this date until August 7, 1969, when person-
nel of the Sanitary District assumed the responsibility. The proce-
dure used by both organizations was that described in Standard Meth-
ods (1965) .
7. Fecal Coliform. Initially, the Illinois Department of Public
Health was to provide this information. The limited amount of data
provided after August 27, 1969 was made available through personnel of
the Sanitary District using the Standard Method (1965) procedure.
8. Fecal Streptococcus. Determinations were made by personnel of the
Illinois Department of Public Health until March 25, 1969, when the
analysis was discontinued. The Standard Methods (1965) procedure em-
ploying the membrane filter technique was used.
9. Phosphorus. Determinations for total inorganic and ortho phosphate
were made using a test kit, Model PO-21, Deluxe Kit, marketed by the
Hach Chemical Company, Ames, Iowa. The meta or polyphosphate concen-
tration was calculated as the difference between the amount of total
inorganic and ortho phosphate.
40
-------
Climatological Data
The average air temperature, wind speed and direction, possible sun-
shine, and evaporation information were provided by the U.S. Weather
Bureau, located at Capitol Airport, Springfield, Illinois.
Rainfall information was recorded as an average using data collected
at two different rain gauge locations, one at the City of Springfield,
Water Purification Plant and the other located at the Springfield Sani-
tary District, Cook Street Pumping Station. Both rain gauges were the
weighing-recording type, manufactured by Science Associates, Inc.,
Princeton, New Jersey.
Data Recording, Reduction and Analysis
All laboratory analytical data and observations, regardless of source,
i.e. Sanitary District, Illinois State Health Department, or U.S.
Weather Bureau, were recorded daily on monthly log sheets. This was
done for the retention basin and the receiving stream, using separate
log sheets. An example of each log sheet, indicating the data col-
lected and recorded, is given in Appendices III and IV.
All stream and retention basin data collected during the 21 month pe-
riod during which performance was monitored was placed on punched
cards to permit analysis by use of a Burroughs B5500 computer. Prior
to punching the data they were screened to remove any results which
were obviously erroneous and to eliminate data collected during those
times when the stage of Sugar Creek produced flooding of the basin.
The digital computer was used to calculate monthly averages for all
parameters and to compute correlation coefficients between selected
variables.
41
-------
SECTION VI
RESULTS
Analysis and Limitations of Data
Data available for interpretation of the performance of the basin have
been previously described and typical data sheets are shown as Appen-
dices III and IV. Ideally, the performance of the basin could have
been evaluated by tracing the passage of combined sewer overflow from
individual storms through the retention basin. Unfortunately, this
was not possible because no measure of influent flow rate was possible.
Thus, the total amount of pollutant material (such as BOD, suspended
solids, or coliform bacteria) contributed by a particular storm and the
attenuation of these constituents in the basin could not be precisely
determi ned.
In the absence of means for observing the effect of the retention basin
on the overflow from individual storms, it was necessary, in interpret-
ing the performance of the basin, to resort to analysis of the gross
effect of the basin discharge on the receiving stream and on use of
comparisons of influent and effluent concentrations without regard to
flow rates. The error inherent in this approach was fully recognized;
however, in the absence of influent flow measurements and intensive
sampling of individual storms, analysis of the data in this way was the
only method available for analysis of the data.
As described in the section on procedures, the arrangements made for
sampling the basin's influent and effluent involved compositing flow
over a period of 24 hrs. This had the effect of "blurring" the tempo-
ral changes caused by combined sewer overflow and only average daily
values were available for analysis. Some determinations, such as in-
fluent and effluent dissolved oxygen and stream water quality para-
meters, were obtained from grab samples. These represented water qual-
ity from only one point in time and also precluded analysis of the time-
wise variation in water quality caused by storms and by performance of
the basin.
Specifically, the method of data analysis was as follows. Correlation
coefficients between various parameters were computed by use of a
digital computer. Results from analysis of daily composites or grab
samples were used for the determination of correlation coefficients
and values were not used unless there was a corresponding value from
the other parameter being considered in the correlation. A tabulation
of correlation coefficients is included as Tables I and II. The oth-
er method of data analysis was to observe plots of the various vari-
ables as a function of time during the 20 months that basin performance
was closely monitored. To eliminate the random variations from day to
day, monthly average values were used for these comparisons.
43
-------
TABLE I
TABULATION OF CORRELATION COEFFICIENTS
RETENTION BASIN PERFORMANCE
Correlation of
Rainfall
ii
ii
ii
n
M
ii
n
1 1
n
M
1 1
ii
Sunshine
M
M
II
1 1
II
II
Wind Velocity
Retention Time
n
M
M
n
1 1
n
n
Influent BOD
M
n
Influent SS
Influent DO
Influent Col i form
Density
Correlation
With Coefficient
Influent BOD
Influent SS
Influent VSS
Influent MBAS
Influent Col i form Density
Influent Fecal Col i form
Influent Fecal Strep
Effluent BOD
Effluent SS
Effluent VSS
Effluent Col i form Density
Effluent Fecal Col i form
Effluent Fecal Strep
Influent Dissolved Oxygen
Influent pH
Effluent SS
Effluent VSS
Effluent Dissolved Oxygen
Effluent pH
Change in Dissolved Oxygen
Effluent SS
Effluent BOD
Effluent SS
Effluent VSS
BOD Reduction
SS Reduction
Col i form Reduction
Fecal Col i form Reduction
Fecal Strep Reduction
Effluent BOD
Effluent DO
Dissolved Oxygen Change
Effluent SS
Effluent DO
Influent MBAS
0.03
0.12
-0.13
0.13
0.02
-0.15
-0.17
-0.03
0.09
-o.o4
-0.02
-0.20
-0.04
0.14
-0.03
0.02
-0.01
0.11
0.02
0.01
-0.01
0.05
-0.05
-0.0?
-0.05
0.07
-0.01
0.24
-0.23
0.30
0.03
0.20
0.11
0.53
-0.03
Number of
Observations
345
352
324
194
260
54
32
347
352
319
261
53
31
360
361
360
356
361
361
359
361
296
296
296
286
291
202
45
32
348
356
353
356
354
264
Influent Fecal Coliform
-0.09
54
44
-------
TABLE I (continued)
Correlation of
Influent Col iform
With
Influent Fecal Stre
Correlation
Coefficient
>P 0.73
Number of
Observations
32
Densi ty
Effluent Water
Temperature
Effluent pH
Effluent Coliform
Density
Effluent Coliform Density 0.38
Coliform Reduction 0.07
Effluent DO 0.36
BOD Reductions -0.25
Coliform Reduction -0.12
Fecal Coliform Reduction -0.36
Fecal Strep Reduction -0.18
Effluent DO 0.40
Effluent Fecal Coliform 0.62
Effluent Fecal Strep 0.85
261
260
360
3^5
260
53
32
356
53
32
45
-------
TABLE I I
TABULATION OF CORRELATION COEFFICIENTS
SUGAR CREEK STUDIES
Cor re 1 at
Station
ii
Station
"
Station
n
Station
ion of
1
1
1
1
BOD
SS
VSS
DO
Stat
Stat
Stat
Stat
Stat
Stat
Stat
ion
ion
ion
ion
ion
ion
ion
" Station
Station
11
Station
1
1
PH
Co 1 i f o rm
Station
Stat
Stat
ion
ion
With
2
3
2
3
2
3
2
3
2
3
2
BOD
BOD
SS
SS
VSS
VSS
DO
DO
PH
PH
Correlation
Coefficient
Col iform Density
0
0
0
0
0
0
0
0
0
0
0
.08
.30
.26
.25
.44
.37
.81
.74
.40
.30
.16
Number ot
Observations
347
349
354
354
354
354
356
350
350
356
261
Density
1 1
Station
1
Fecal
Stat
Stat
ion
ion
3
2
Col iform Density
Fecal
Co 1 i f o rm
0
0
.09
.22
260
52
Col iform
"
Station
Strep
"
Station
1
1
Fecal
Water
Stat
Stat
Stat
Stat
ion
ion
ion
ion
3
2
3
1
Fecal
Fecal
Fecal
DO
Col iform
Strep
Strep
-0
0
0
-0
.01
.21
.35
.71
54
32
32
359
Temperature
n
n
"
n
n
Station
Stat
ion
Station
2
Water
Stat
Stat
Stat
Stat
ion
ion
ion
ion
1
1
1
2
3
2
Col i form Densi ty
Fecal
Fecal
Water
Water
DO
Col i form
Strep
Temp.
Temp.
0
-0
-0
0
0
-0
.03
.24
.01
• 96
.92
.70
359
57
32
357
357
360
Temperature
it
n
n
Station
Stat
Stat
ion
ion
Station
3
Water
Stat
ion
2
2
2
3
Col iform Density
Fecal
Fecal
DO
Col i form
Strep
-0
-0
-0
-0
.06
.21
.09
.62
360
55
32
358
Temperature
n
"
1 1
Effluent
"
Effluent
"
Effluent
"
BOD
SS
VSS
Stat
Stat
Stat
ion
ion
ion
Station
Stat
Stat
Stat
Stat
Stat
ion
ion
ion
ion
ion
3
3
3
2
3
2
3
2
3
Col i form Density
Fecal
Fecal
BOD
BOD
SS
SS
VSS
VSS
Col i form
Strep
-0
0
0
0
0
0
0
0
0
.05
.08
.06
.05
.02
.11
.05
.00
.07
358
55
32
352
352
354
354
353
352
46
-------
TABLE I I (continued)
Correlation of
With
Correlation
Coeffi cient
Number of
Observations
Effluent DO
n
Effluent pH
n
Eff1uent Coli form
Density
Effluent Fecal
Coli form
M
Effluent Fecal
Strep
11
Effluent Water
Temperature
Station 2 DO
Station 3 DO
Station 2 pH
Station 3 pH
-0.12
-0.12
0.07
0.05
Station 2 Coliform Density 0.25
Station 3 Coliform Density 0.19
Station 2 Fecal Coliform 0.38
Station
Stat ion
Station
Station
Fecal
Fecal
Col iform
Strep
3 Fecal Strep
2 Water Temp.
0.22
0.1*6
0.11
0.98
356
356
356
261
261
53
53
32
32
357
47
-------
Quality and Quantity of Combined Sewer Overflows
Of interest in studies of combined sewer overflow are the influence of
factors such as storm duration and intensity, storm pattern, and the
nature of the drainage area on the quantity and quality of combined
sewer overflow. Such evaluations could not be made in this study be-
cause no measure of the quantity of overflow was available and the ar-
rangements made for sampling resulted in collection of composite sam-
ples rather than for a series of samples collected during the duration
of a storm. However, an attempt to interpret the influence of rainfall
on the nature of combined sewer overflow could be made by use of the
composite data. These results are presented here. Again, it is rec-
ognized that the veracity of the conclusions is suspect because of the
use of daily composite values and because of the lack of influent flow
measuring capabilities.
From Table I it can be seen that a significant degree of correlation
did not exist between rainfall and any of the influent water quality
parameters. Even MBAS, which was selected as a possible indicator of
the presence of wastes of household origin failed to show a high de-
gree of correlation with rainfall.
It is considered that the poor correlation of influent water quality to
the incidence of rainfall may be attributed to the nature of the in-
fluent sample. Combined sewer overflows of short duration would not
significantly influence the quality of the composite sample because
they would be diluted with other samples collected throughout the 24 hr
compositing period. Of even more importance is the fact that the in-
fluent samples were simply collected at the entrance to the basin and,
thus, merely represented basin contents at that location.
Basin Performance
Evaluations of basin performance such as could be determined by compar-
ing the quality of the influent and effluent composite samples are in-
cluded here. The analysis is based on use of correlation coefficients
between variables and inspection of variations in monthly average
values for various water quality parameters.
BOD Remova1
The monthly average BOD of the influent and effluent during the period
of this study is shown in Figure 21. It is seen that during most of
the study the average effluent BOD was less than that of the influent.
The influent BOD averaged 21.7 mg/1 while the effluent averaged 15.9
mg/1. This represents a 27 percent BOD reduction.
It should be noted however that the basin could not be relied upon to
reduce average BOD levels during all seasons of the year. During the
48
-------
55
50
45
40
35
25
§ 20
m 15
10
5
0
(Ill
\
\
Effluent
I
I
I
I
_L
April May June July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. April May June July Aug. Sept. Oct. Nov.
1968 Time, months l969
FIGURE 21. Monthly Average BOD Values of Basin Influent and Effluent
-------
period from June until October, 1969, the effluent BOD equaled or ex-
ceeded that of the influent. This was caused by production of algae
in the basin through photosynthetic activity. The resulting effluent
BOD was higher than that of the influent in spite of any sedimentation
of suspended BOD or of any BOD reduction due to biological degradation.
The period during which algal photosynthesis resulted in a net produc-
tion of BOD in the lagoon corresponded to the time of maximum radiant
energy.
From Table I it may be seen that no correlation could be shown between
the average basin retention time and the resulting effluent BOD. An
indicated correlation was found between the influent BOD and the ef-
fluent BOD and between water temperature and the resulting BOD reduc-
tion.
Dissolved Oxygen Levels
Basin influent and effluent dissolved oxygen levels are shown in Fig-
ure 22. It is seen that the variation in the dissolved oxygen content
of the effluent did not reflect the change in dissolved oxygen satura-
tion with temperature during the year. To illustrate, the saturation
concentration varied from a low of 8.1 (in July) to a high of 13.8 (in
January). Much of the time during summer months, the effluent was su-
persaturated with oxygen. This reflects the photosynthetic production
of oxygen by algae and verifies the increase in effluent BOD during sum-
mer months noted in the previous section. Photosynthetic activity was
less during the winter; during severe cold periods, the basin was cov-
ered with ice. However, flows received during periods of ice cover
traveled under the ice and discharged to the receiving stream. Figure
22 shows that the influent dissolved oxygen concentration tended dur-
ing most months to parallel the effluent concentration (the correlation
coefficient between the two was 0.53). It is believed that this re-
flects the fact that the influent dissolved oxygen sample was obtained
at the entrance of the basin and, during periods of low flow, the con-
tents there differed little from those at the point of discharge from
the basin.
The correlation coefficient between dissolved oxygen and percent pos-
sible sunshine was surprisingly low (0.11). However, it is considered
that if the measure of total radiant energy had been available instead
of a measure of percent possible sunshine, a much higher correlation
coefficient would have been obtained. A better correlation was obtain-
ed with effluent pH and effluent dissolved oxygen (0.40). This was
expected inasmuch as both pH and dissolved oxygen are increased by al-
gal activity.
50
-------
en
a.
E
•*
O
Q
April May June July Aug Sept. Oct Nov. Dec. Jan. Feb. War. April May June July Aug. Sept. Oct. Nov.
1968 1969
Time, months
FIGURE 22. Variation of Dissolved Oxygen in Basin Influent and Effluent
-------
£H
Figure 23 shows the average monthly pH of the basin influent and ef-
fluent. Arithmetic averages were computed for convenience and hence
the data do not precisely reflect the hydrogen ion concentration, but
they do show trends. It is seen that the effluent pH consistently ex-
ceeded that of the influent. The difference was greatest during sum-
mer months when algal activity was greatest.
Suspended Sol ids
Figure 24 shows the variation of influent and effluent suspended solids
during the period of monitoring the performance of the basin. It is
seen that the effluent suspended solids concentration tended to remain
in the range of about 20 to 40 mg/1 regardless of the influent suspend-
ed solids concentration except during summer months when high algal
densities in the effluent caused much higher concentrations. In review-
ing Figure 24, it may be noted that a high concentration of suspended
solids occurred in the influent during January and June 1969. On two
different occasions during the month of January 1969, the Cook Street
Pumping Station was taken out of operation for repairs. This oc-
curred on January 16 and 17, and again on January 28 through 31. Dur-
ing these periods of dry weather flow, raw wastewater was discharged
to the retention basin. This probably accounts for the high concentra-
tion of suspended solids recorded in the influent for January 1969. In
June 1969, it was necessary to remove the solids which had accumulated
in the influent sampling line. This operation probably resulted in
samples having an unusual amount of suspended solids, not truly repre-
sentative of the concentration entering the basin.
From Table I it is seen that there was not a high degree of correlation
of the effluent suspended solids concentration or the amount of reduc-
tion in suspended solids concentration with any other operating vari-
ables, including retention time. It must be remembered that the calcu-
lations are based on daily averages and if individual storms could have
been studied more carefully some relationship might have been observed.
Again, it is suspected that the lack of correlation between sunshine
and effluent suspended solids concentration is due to the fact that the
actual radiant energy was not measured but rather a percent of possible
sunshine was used in calculating the correlation of coefficients.
The volatile content of the influent and effluent suspended solids is
illustrated in Figure 25. The effluent was consistently more volatile
than the influent. This reflects the selective sedimentation of non-
volatile material and/or the synthesis of volatile material in the
basin.
52
-------
CO
10
9
8
7
6
5
4
3
2
I
i I i i i i r
ITT
Station I
Effluent
i r
j_
_L
I
I
I
I
I
_L
_L
J_
I
I
I
_L
_L
I
April May June July Aug. Sept. Oct. Nov. Dec Jon. Feb. Mar. April May June July Aug. Sept. Oct Nov.
1968 1969
Time, months
FIGURE 23. PH Levels in Basin Influent, Basin Effluent and in
Stream Above Basin
-------
(O
T3
0)
TJ
c
0>
a.
V)
I60r—
140-
120-
100-
80-
60-
40- /'
20
1 T
I l
April May June July Aug. Sept. Oct. Nov. Dec. Jan. Feb Mar. April May June July Aug, Sept. Oct. Nov.
1968 1969
Time, min.
FIGURE 24. Suspended Solids Concentrations in Basin Influent and Effluent
-------
in
O
CO
*f
i
&
w
J5
I I I I I I I I I I I I I I I I I I I
i i i i i i i i i i i i i i i i i
April May June July Aug. S«pt. Oct. Now D«c Jan. Feb. Mar. April May June July Aug. Sept. Oct. Nov.
I960 1969
Time , months
FIGURE 25. Volatile Content of Solids in Basin Influent and Effluent
-------
Nutrients
Subsequent to initiating the study to evaluate the performance of the
basin it was decided that information regarding the amount of nitrogen
and phosphorus entering and leaving the basin would be useful in dis-
cerning the value of the basin. In the case of nitrogen, it was pro-
posed to determine the concentration of organic, ammonia, and oxidized
(nitrite and nitrate) nitrogen. Such information would not only have
provided data on the effect of the basin in changing the total amount
of nitrogen discharged to the receiving stream but also would have in-
dicated the transformations taking place. Consideration was also to
be given to determine the distribution of the different forms of nitro-
gen between the benthic deposits and the overlaying water, taking into
account that associated with suspended matter (algae) and in solution.
During the fall of 1968, this aspect of the study was initiated. Be-
cause of limited analytical capability, it was not possible to continue
the determinations. Consequently, the limited amount of nitrogen data
does not warrant inclusion in the report.
Phosphorus analyses were made on the daily composited influent and ef-
fluent samples collected during the period April through November 1969.
The samples were analyzed for total inorganic phosphorus and ortho-
phosphate; meta or poly phosphate was determined by the difference.
Table 111 summarizes the results. It would appear that the results
are typical of municipal combined sewer overflow. On a monthly basis,
the concentration of total inorganic phosphorus ranged .from 0.73 to
1.99 mg/1 as P in the influent, while that in the effluent ranged from
0.55 to 1.80 mg/1 as P. In general, there was a slight reduction in
total inorganic phosphorus through the basin. This may have occurred
because of conversion of inorganic forms to an organic form, e.g. algae
synthesis, or because of precipitation and/or sedimentation in the ba-
sin.
It was intended to make a more detailed study of the basin with respect
to its effect on total phosphorus and the distribution of the different
forms (including organic) between the influent and effluent and -in the
basin itself. Unfortunately, the data are most incomplete in fulfill-
ing this objective. Further, using the limited data available, it is
not possible to formulate any definite conclusions even though a num-
ber of correlations were considered. For example, there was no re-
lationship between the concentration of phosphorus in the influent on
a daily basis and rainfall or flow to the basin.
Indicator Organisms
Figure 26 shows the consistent reduction in coliform organisms which
was observed to occur in the lagoon. During the period of the study,
the reduction averaged 72 percent. However, it should be remembered
that the influent coliform density was high (averaging 1,250,000/100 ml)
and thus the effluent coliform density was significant (353,000/100 ml)
56
-------
TABLE I I I
TOTAL INORGANIC, ORTHO, AND META PHOSPHATES IN
INFLUENT AND EFFLUENT OF RETENTION BASIN
Month
(1969)
No. Samples
in Month
Influent (mg/1 as P)
Ortho Meta Total
Effluent (mg/1 as P)
Ortho Meta Total
April
May
June
July
August
September
October
Novembe r
18
19
17
14
15
19
23
19
1.09
0.79
0.58
0.55
0.58
0.80
1.32
0.90
0.48
1.04
0.27
0.23
0.23
1.03
0.67
0.61
1.83
0.87
0.73
0.73
.76
.99
1.57
0.96
0.74
0.51
0.48
0.38
0.55
1.09
1.12
0.35
0.13
0.26
0.06
0.23
0.27
0.71
0.67
1.35
0.86
0.77
0.55
0.55
0.90
1.80
1.80
57
-------
in
oo
E
O
•o
c
o
(A
C
0)
£
|
o
o
7000
6500
6000
5500
5000
4500
4000
3500
3000
2500
2000
1500
1000
500
0
-Influent
Effluent
April May June July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. April May June July Aug. Sept. Oct. Nov.
1968 1969
Time, months
FIGURE 26. Reduction of Coliform Organisms in the Retention Basin
-------
in spite of the high percentage reduction. No significant relation-
ship existed between the lagoon retention time and coliform reduction.
It may be noted that the average coliform density was exceptionally
high in June 1968 in the influent and somewhat higher in the* ef fluent.
During June, Sugar Creek was flooded between June 1 and 12, causing the
creek flow to backup into the basin. Also, because of a mechanical
failure at the Cook Street Pumping Station and various sewer mainte-
nance problems, the flow normally handled by the pumping station was
bypassed to the basin during the period June 10 to 27. Thus, a sub-
stantial amount of raw wastewater was entering the basin along with
any storm flow. This probably explains the high coliform densities
reported in June 1968. The temporal variation in average basin reten-
tion time is shown in Figure 27. It must be remembered that this does
not represent the retention time following individual storms. Figure
27 shows a greater retention time in the basin in November 1969 as com-
pared to November 1968. This can be explained by considering the total
rainfall in the two months, 1.38 in. in November 1969 as opposed to
3.93 in. in November 1968. For all indicator organisms, a negative
correlation existed between basin temperature and reduction in micro-
organ! sms.
Significantly fewer data were collected for fecal coliforms and fecal
streptococci and, for this reason, no plots of these data are presented.
As with the coliform group there was a tendency for a reduction of these
indicators in passage through the lagoon. The tabulation of correla-
tion coefficients suggests a greater correlation between the col[forms
and fecal streps than between coliforms and fecal coliforms.
Solids Accumulation
Measures of solids accumulation on the basin bottom obtained periodi-
cally throughout the study afforded some indication of the amount of
sludge accumulation to be expected in a retention basin of the type
used at Springfield. No profiles of solids concentration were obtained
and hence calculation of the weight of solids accumulated in the basin
at any time is not possible.
Solids at the basin bottom increase with sedimentation of influent sus-
pended solids and by sedimentation of algae and bacteria synthesized
in the basin. Solids depth in the basin bottom decreases because of
compaction and because of solubilizing of decomposable organic material
under anaerobic conditions with release of soluble BOD to the overly-
ing liquid.
Solids profiles obtained during the study are presented as Figures 28,
29, and 30. The tendency for solids to settle in the vicinity of the
basin entrance is apparent as is the progression of deeper sludge
depths throughout the basin with time. Tabulation of total sludge ac-
cumulations after various periods of time as given by Figures 28, 29,
and 30 is presented in Table IV.
59
-------
80
70
to
o 60
Q
4O
I 2O
o:
10
i i i i i
i i i i i i i i i i i
i i i i i i i i
April May June July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. April May June July Aug. Sept. Oct. Nov.
1968 1969
Average Retention Time,months
FIGURE 27. Average Retention Time in Basin
-------
rSpillwoy No. 2
N
-Water
Surface - 4.0 ft
Spillway No. I
Note: Numbers and Contours Refer
To Depths of Sludge in Basin
On December 4,1968
Scale: o
too ft
CL
o
FIGURE 28. Accumulation of Solids in Retention Basin on December *t, 1968
-------
^Spillway No. 2
en
N)
Note! Numbers and Contours Refer
To Depths of Sludge in Basin
On June 20,1969
Scale :
N
-Water
Surf ace =4.0 ft.
Spillway No.
100 ft
FIGURE 29. Accumulation of Solids in Retention Basin on June 20, 1969
-------
-Spillway No. 2
en
CO
N
Note! Numbers and Contours Refer
To Depths of Sludge in Basin
On January 15, 1970
Scale I
-Water
Surface = 4.0 ft.
Spillway No. I
100 ft
FIGURE 30. Accumulation of Solids in Retention Basin on January 15, 1970
-------
TABLE IV
ACCUMULATION OF SOLIDS IN RETENTION BASIN
Date
12A/68
6/20/69
1/15/70
Ave.
Sludge
Depth
(in.)
6.6
8.3
10.8
Total
Accum.
(cu yd)
8500
11,100
14,400
Time
Basin
in
Operation
(months)
14
20.5
27-5
Rate
of
Deposition
(cu yd/yr)
7400
6500
6300
*
Fraction
of Basin
Volume
Occupied
ft)
12.7
16.5
21.5
Rate
of
Filling
ft/yr)
10.9
9.7
9.4
Based on volume to bottom of notch in No. 1 spillway
64
-------
The table shows that the rate of solids accumulation diminished with
time. This could be anticipated because greater total amounts of de-
composition and consolidation occur as the volume of accumulated
sludge increases. However, the rate of sludge deposition will always
exceed the rate of sludge destruction because of the nondecomposable
solids contained in the basin influent and because of the fact that
part of the solids synthesized within the basin are biologically sta-
ble. Thus, it is clear that it will be necessary to remove solids
from the basin at some time. The data are not adequate to permit esti-
mation of the required cleaning frequency. However, it seems safe to
conclude that solids accumulation would significantly interfere with
effective performance of the basin within 5 to 10 years. In design of
facilities of this type, attention needs to be given to the basin vol-
ume required for solids storage. Perhaps multiple cells should be pro-
vided to permit drainage of individual cells without interrupting opera-
tion of the entire facility.
Stream Studies
Inasmuch as the study was prompted by the severe water quality deterio-
ration problems which existed in the short reach of Sugar Creek above
its confluence with the South Fork of the Sangamon River during periods
of combined sewer overflow from the Cook Street Station, it was partic-
ularly appropriate that the influence of basin operation on the stream
be monitored. Some limited data were available on the characteristics
of the stream prior to construction of the basin (see Appendices I and
II) and extensive data on stream quality above and below the point of
the retention basin discharge were collected during this study. Most
of the data were the result of routine daily samplings to ascertain
stream water quality and, in addition, extensive special biological
studies were conducted. These results are presented here.
Water Quality Investigations
At the time of this investigation, the Sanitary Water Board (SWB) of
the State of Illinois was responsible for the establishment of water
quality standards for receiving streams. The water quality of Sugar
Creek, which receives the effluent from the retention basin, is cov-
ered by publication SWB-14 which deals with intrastate water exclusive
of the interstate waters approved March 5, 1967. During the investiga-
tional period covered by this report, stream water quality data were
obtained on the same frequency as the retention basin data and were
analyzed in the same fashion. The data were collected from Station 1
located 7000 ft above the point of basin discharge and Stations 2 and
3 located 5500 and 14,500 ft, respectively, below the point of basin
di scharge.
65
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BOD - Figure 31 shows the average monthly BOD at the three stream sta-
tions. It is seen that, on the average, BOD was lowest at Station 1
above the point of basin discharge and that an increase in stream BOD
could be attributed to the basin and that further reduction in BOD
occurred between Stations 2 and 3. However, with a few exceptions, the
total variation in BOD between the three stations was less than 1 to
2 mg/1.
Dissolved oxygen - The average monthly dissolved oxygen concentration
at the three stream stations is shown in Figure 32. It is apparent
that the dissolved oxygen at all three stations follows the cyclic
variation attributable to temperature variation and that the lowest
levels occur during the warmest months of the year. The influence of
the combined sewer overflow on the stream's dissolved oxygen concentra-
tion seems to be relatively insignificant although on the average the
dissolved oxygen is highest above the basin, the effect of the basin
discharge is apparent at Station 2, and a further reduction of dis-
solved oxygen occurs by the time the flow reaches Station 3. During
only one month of the study period did the average monthly dissolved
oxygen concentration at any station fall below 5 mg/1. This was dur-
ing August 1969 and then only about 0.5 mg/1 of the oxygen depletion
could be attributed to the basin discharge. From the tabulation of
correlation coefficients in Table II, it is seen that the dissolved
oxygen concentration at the downstream stations correlated well with
the dissolved oxygen concentration at Station 1 but was influenced
little by the dissolved oxygen content of the retention basin discharge.
Suspended sol ids - The monthly average suspended solids concentrations
in the receiving stream are shown in Figure 33. It is seen that the
concentration of suspended solids in the stream above the point of re-
tention basin discharge consistently exceeded the concentration in the
effluent from the basin and that reduction in suspended solids oc-
curred below the basin. The high concentration in the stream above
the basin can perhaps be attributed to the discharge of solids from
the water treatment plant.
£H - Figure 23 shows the comparison of the pH of the stream above the
plant discharge with the pH of the retention basin effluent. It is
seen that in spite of the intensive algal activity in the basin dur-
ing the certain periods of the year the effluent pH did not differ
considerably from that of the stream above the basin.
Temperature - A comparison of the temperature of the retention basin
discharge and the stream above the point of discharge is shown in
Figure 34. It is seen that the temperature of both flows is established
by the ambient temperature. The retention basin discharge had no sig-
nificant effect on the stream temperature.
Indicator organisms - The influence of the retention basin discharge on
the coliform density in the stream is illustrated in Figure 35. It is
66
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9
8
7
6
o»
E
Q 4
O
00 3
2
I
l r
J I
Station 2
J I
I I
April May June July Aug. Sept. Oct. Nov. Dec. Jan. Feh Mar April May June July Aug. Sept. Oct. Nov.
1968 1969
Time, months
FIGURE 31. Average BOD in Stream Above and Below Point of Basin Discharge
-------
o>
CO
I I I I I I
I I I I I I I I I
Station 2
Station 3
ii
i i i i i i i i i
April May June July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. April May June July Aug. Sept.
1968 1969
Time, months
FIGURE 32. Effect of Retention Basin Discharge on Dissolved Oxygen Levels
in the Receiving Stream
Oct. Nov.
-------
S
280
260
240
220
200
S 180
160
140
120
100
80
60
40
20
o>
E
CO
a>
T>
c
Q)
Q.
Station 2 -
I
I
I
I
I
I
I
I
I
I
I
I
April May June July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. April May June July Aug. Sept. Oct. Novc
1968 1969
Time, months
FIGURE 33- Suspended Solids Concentrations in Receiving Stream
-------
I I I I I I
III
I I I 1 1 I I I I I I I I I I I I I I
April May Jun* July Aug. Stpt. Oct. Nov. D*c. Jon. Fib. Mar. April May June July Aug. S«pt. Oct. Nov.
1968 1969
Time, months
FIGURE 34. Comparison of Temperature of Basin Discharge and Receiving Stream
-------
o
o
O
(O
3
O
(A
Q)
O
O
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Station 2
Station 3
Station I
I
April May June July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar April May June July Aug. Sept. Oct. Nov.
1968 1969
Time , months
FIGURE 35. Influence of Retention Basin.
Receiving Stream
Discharge on Coliform Density in
-------
seen that the density of coliforms was considerably increased by the
discharge and that decay occurred as the flow passed from Station 2 to
Station 3. From the tabulation of correlation coefficients in Table II
it is apparent that the coliform density at the two downstream sta-
tions was more highly dependent on the density of coliforms in the re-
tention basin discharge than on any other factor. Correlation of down-
stream coliform density with upstream density and water temperature was
low.
As with the retention basin data, the number of determinations on fecal
coliforms and fecal streptococci was limited and tended to be somewhat
erratic. However, the same conclusions as described for the coliform
organisms would seem to apply to both fecal coliforms and fecal strep-
tococci .
Special Biological Studies - The original plans called for biological
sampling of the basin and of the receiving stream. It was proposed to
do bottom sampling and "cage" sampling of the retention basin itself
at monthly intervals. It was also proposed to do bottom sampling of
the stream at approximately monthly intervals at the three sampling
stations at which chemical and bacterial samples were collected. In
addition, it was proposed to have a fish assay of the stream done be-
fore the study period began and at the conclusion of the study period
to determine changes in fish population of the receiving stream.
One study was made of the receiving stream prior to placing the basin
in operation. These samples were collected on October 17, 1966. The
report of the results of this investigation was prepared by William J.
Tucker, biologist of the Illinois Department of Public Health. As a
follow up, the Illinois Department of Public Health was to do all the
biological sampling other than the fish assay which was to be done by
the Illinois Department of Conservation. The fish assay was made
July 25, 1966, and is reported in Illinois Department of Conservation,
Division of Fisheries, "Inventory of the Fishes of Six River Basins
in Illinois, 1966," Special Fisheries Report Number 18, issued Febru-
ary 1967. Unfortunately, no assa^ was made at the end of the investiga-
tion as had been anticipated. The pressure of other duties on the I 1-
linois Department of Public Health biologists also prevented completion
of the biological sampling as was originally anticipated. No biological
sampling was done on the basin itself. No further biological sampling
of the receiving stream, other than the original report previously men-
tioned was carried out by the Illinois Department of Public Health.
With the addition of a biologist to the staff of the Springfield Sani-
tary District in June of 1969, it was possible to make a limited study
of the stream during the summer and fall of 1969 prior to the termina-
tion of the investigation.
72
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Description of Sugar Creek - In 1933 a dam was completed approximately
three miles upstream from the point of discharge of the retention ba-
sin to form Lake Springfield, the municipal water supply reservoir. As
a result, the flow in the stream below the dam during much of the dry
season of the year tends to be low since most all of the flow above
the dam is retained in Lake Springfield. During times when there is
discharge from Lake Springfield, flow in the stream tends to be rather
erratic inasmuch as the discharge is very periodic.
There is evidence that some wastes are discharged to the stream between
the Lake Springfield Dam and the discharge point of the retention ba-
sin. These wastes include the filter wash water from the Water Purifi-
cation Plant of the City of Springfield, overflow from the fly ash
ponds of the municipal power plant at Lake Springfield, a small amount
of effluent from a sewage oxidation pond serving two small subdivisions,
sewage effluent from the Naval Reserve Center treatment works, and the
occasional overflow from a part of the combined sewer system of the
City of Springfield. The combined sewer overflow would, in all proba-
bility, not influence Sugar Creek inasmuch as its discharge point is
located a considerable distance up a tributary to the stream; most of
the pollutional constituents discharged are probably retained in the
tributary stream rather than discharged into Sugar Creek itself. Actu-
ally, there was little visual evidence of any pollution of Sugar Creek
above the discharge point of the basin other than fly ash from the pow-
er plant lagoons. Branches or floating debris, in and along the stream,
are coated with these black particles.
Sugar Creek is typical of small central Illinois streams. It tends to
be turbid, of medium width, reasonably deep for streams in this area,
and with steep banks. The flow during the 1969 sampling period tended
to be generally high even though it was the normal dry season.
The turbidity in the stream is believed to be the result of runoff from
the extensively cultivated fields near the stream. There is, however,
an area immediately adjacent to the stream which is not cultivated and
grows quite thick with tall shrubs, brush and trees. The shrubs and
brush create good cover for small animals. Numerous rabbit, quail,
pheasant, squirrel and raccoon tracks were observed at all of the sam-
pling stations.
The stream valley is generally a flat fertile valley ranging from one-
half to two miles wide. At the ends of the valley bottom, the slopes
climb somewhat steeply and at Station 3 they tend to be bluffs. The
banks of the stream are typical for streams of the area. They are
steep and are of soft mud or clay and provide good places for burrowing
animals to exist.
During the period July to December, 1969, when biological sampling was
extensive, a considerable amount of rain was experienced in the area,
and as a result stream flow was much higher than normal. The average
rainfall during this period was 3.31 in. per month which was
73
-------
approximately 1.1 in. per month above the average rainfall for this
period of the year. This created considerable flooding and, in gener-
al, higher water levels than would be normally experienced. Air tem-
peratures averaged 1.8*F below normal during this time, ranging from
the average August temperature of 74.0°F to that in November of 39.7°F.
Prior to placing the basin into operation, sewage overflow from the
combined sewers of the City of Springfield at this point caused numer-
ous fish kills. Some of these are briefly described in Appendices I
and II. The Illinois Department of Conservation report of 1967, pre-
viously referenced, lists four major fish kills from July 1961 through
May 1964 and indicates that there were more which were not recorded.
According to the report, "!A11 of the reported pollution fish kills on
Sugar Creek have been caused by domestic sewage from the Springfield
Cook Street Pumping Station. These usually occur after a heavy rain."
The only observed fish kill to occur during the time of basin operation
and the period of the investigation was in July 1968. At this time, the
basin was drained to permit repair of the influent sampling line, and a
heavy rain on both July 16 and 17 produced such flows to the basin that
little detention time was provided; also, the high flow caused a con-
siderable amount of deposited solids in the bottom of the basin to be
scoured and discharged to Sugar Creek. This placed an excessive organ-
ic load on the stream and was believed to be the cause of the fish kill.
Fish Survey
In the Illinois Department of Conservation's fish survey of 1966, two
stations on Sugar Creek were sampled. The principal species of fish
collected were green sunfish, yellow bullheads, pirate perch, white
suckers, freshwater drum, carp, black bullheads, and flathead catfish.
Unfortunately, no subsequent detailed study of the fish population was
made. However, during July to December, 1969, a biological study was
made by Sanitary District personnel. In making this study, fish were
observed to be present throughout the entire reach of the stream which
encompassed the sampling location. It was not unusual to see vast
schools of shad numbering in the thousands at the discharge point of
the retention basin. There were also many carp having an approximate
average length of 8 to 10 in. These fish were normally feeding upon
the heavy algae growth that was coming over the pond spillway. The fish
population in this area normally was so extensive that many of the carp
frequently tried to fight their way up the spillway.
Biological Survey
In October 1966, personnel of the Illinois Department of Public Health
sampled Sugar Creek both above and below the then proposed site of the
retention basin. Samples were collected on only one day. Based on the
results of analyzing these samples, this agency concluded that the
stream had an unbalanced biological population and should be classified
74
-------
as polluted.
The only other biological study was carried out by personnel of the
Sanitary District during July to December 1969. Rather than collect-
ing bottom samples from the receiving stream, a sampler was devised
utilizing plates spaced on a rod that would have exactly 144 sq in. or
1 sq ft of surface area. Eighteen squares of masonite, each 3 in. on
a side, were threaded on a rod with one in. squares of masonite for
spacers which gave a net surface area on one side of the plates of
145 sq in. or approximately 1 sq ft. This was suspended in the stream
from a steel fence post. The masonite was 1/8 in. thick and was spaced
with 1/4 in. clear openings between the pieces of masonite and Was
strung onto a thin aluminum rod which held the sampler to the post. In
removing the growth from the plates at the end of the sampling period,
the individual pieces of masonite were removed from the rod and one
side of each plate was scraped off and utilized as the sample. In this
manner the organisms found on the one side represented the number per
sq ft.
These samplers proved to be quite successful. They were easier to use
than the dredge or the cage type of sampler. They were also much less
expensive. There was only one problem with the samplers and that was
that vandals frequently removed them from the stream. Eight of these
samplers were lost during the test period. For this reason, the sam-
plers were put in fairly deep water so that they would not be visible
to anybody normally walking along the stream. However, in spite of the
loss of eight of the samplers, the extremely low cost of making them
made this a desirable means of conducting sampling.
Sampling of the stream for the special biological studies was done at
three stations. These stations generally corresponded to those used
for the routine daily chemical sample collection. The first station
(No. 1) was 7,000 ft upstream from the discharge point of the retention
pond. Station 2 was 5,500 ft downstream and the third station (No. 3)
was 14,500 ft downstream from the basin. Each station was subdivided
into five substations.
It would seem appropriate to mention that the City of Springfield, sev-
eral years previously, had ceased municipal collection of garbage. As
a result, this stream and others in the area have become unauthorized
sites for garbage and trash, particularly at locations where the streams
are accessible to the public, i.e. bridges. Because of this condition,
the biological sampling points were located upstream from the bridges
in all cases.
The 1969 biological survey was carried out using both benthic and lotic
samples. Flowing water or lotic samples were obtained at all three
stations on July 14, September 2, and October 31, and only at Station 1
on December 16. The benthic samplers, described previously, were placed
in the stream originally on July 14 and removed on September 2; the
organisms reported as of September 2 were those collected during the
75
-------
period July 14 to September 2. The samplers were replaced on Septem-
ber 2 and removed as of October 31, with the organisms collected dur-
ing this period being reported as of the later date. Additional sam-
plers were installed on October 31 to be removed on December 16; how-
ever, they were either washed away or otherwise disappeared so that it
was not possible to obtain additional benthic samples. The detailed
results of this study are given in Appendix V.
Since limited biological data are available on Sugar Creek prior to
the installation of the retention basin, it is impossible to assess
with assurance the value of the basin in eliminating pollution from
combined sewer overflow from the Cook Street Pumping Station. In eval-
uating the 1969 data, it would appear that the receiving stream was
moderately polluted with organic matter throughout the reach of study.
Further, there appears to be a source of pollution above sampling Sta-
tion 1. Heavy pollution from sewage was not apparent throughout the
length of the stream studied.
Figure 36 gives the results of analyzing the benthic samples collected
in 1969 along with the very limited data available as of 1966. At Sta-
tion 1, above the discharge from the basin, it would appear that there
was a change in the biological population between 1966 and 1969. The
fact that there appeared to be a shift to more pollution tolerant orga-
nisms between the two surveys indicates that more pollution was enter-
ing the stream above Station 1 in 1969 than in 1966. The return of
more pollution sensitive organisms downstream of the basin discharge
(Stations 2 and 3) in 1969 indicates improved stream conditions as com-
pared to the 1966 data. Figure 37 presents the results of examining
lotic samples. No data prior to 1969 are available. In considering
the 1969 results, it is evident that the biological populations at all
three stations consist of both pollution sensitive and tolerant orga-
nisms. The presence of pollution was indicated throughout the reach of
the stream included in the survey. However, considering the percentage
of pollution sensitive organisms, the stream may be judged to have been
in fair condition. Contrasting the data for Station 1, above the ba-
sin, with those for Stations 2 and 3, below the basin discharge, it
would appear that the stream was not being adversely affected to any
great extent by the flow from the retention basin.
76
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SUGAR
DATE
OF
SURVEY
OCT. 17,1966
SEPT .2, (969
OCT. 31,1969
OCT. 17,1966
SEPT. fc,1969
OCT. 31,1969
OCTJ7.I966
SEPT, 2 ,1969
OCT. 31,1969
CREEK BIOLOGY SURVEY
BENTHIC ORGANISMS
% POLLUTION TOLERANT % POLLUTION SENSITIVE
K>0 50 0 50 100
I . . . . l . . . . I . , • , i , , i , i
STATION
FIGURE 36. Results of Biological Survey of Siroar Creek -
Benthic
77
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DATE
OF
SURVEY
SUGAR CREEK BIOLOGY SURVEY
LOTIC ORGANISMS
JULY 14,1969
SEPT. 2,1969
OCT. 31,1969
DEC. 16,1969
JULY 14,1969
SEPT. 2,1969
OCT. 3J.I969
JULY 14,1969
SEPT. 2,1969
OCT. 31,1969
% POLLUTION TOLERANT % POLLUTION SENSITIVE
100 50 0 50 100
I i i i i I i i i i i i j i I i i i i I
STATION I
STATION 2
STATION 3
FIGURE 37. Results of Biological Survey of Sugar Creek
Lotlc Organisms
78
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SECTION VI I I
SUMMARY
Storm overflow from combined sewers discharged through the Cook
Street Pumping Station of the Springfield Sanitary District into
Sugar Creek has resulted in repeated fish kills during previous
years. The present study was undertaken to evaluate the efficacy
of a retention basin to prevent such deterioration of water quality.
Anticipated possible effects of the basin include attenuation of
peak flows, sedimentation, and biological degradation. An antici-
pated adverse effect of the retention basin was the discharge of
algae synthesized in the basin. Performance of the lagoon during
the 20 month period of observation indicated that it was successful
in preventing severe deterioration of downstream water quality due
to combined sewer overflows.
Performance of the lagoon was monitored by daily collection of com-
posite samples from the lagoon influent and effluent and by grab
sampling of stations in Sugar Creek above and below the point of
lagoon discharge. Interpretation of the capabilities and limitations
of the facility was limited by the lack of capability for measuring
influent flow rate and the lack of influent and effluent samples
collected at various periods during storms. Hence, it was not pos-
sible to conduct mass balance computations on the basin to determine
its overall effectiveness. Best evidence of the efficiency of the
facility was afforded by observation of the fact that incidence of
fish kills was limited following installation of the retention basin.
While the movement of individual storm flows through the lagoon
could not be traced, it was observed that the average BOD of the
effluent was less than that of the influent except during summer and
early fall months when production of algae in the basin resulted in
effluent BOD values being higher than those of the influent. This
observation was substantiated by the increase in suspended solids in
the effluent during these periods, increased effluent pH and super-
saturation of dissolved oxygen during periods of high radiant energy.
It would appear that the suitability of retention basins of the type
used at Springfield should be considered on an individual basis
because of the possibility of adverse water quality conditions being
created as a result of the release of high concentrations of algae
during parts of the year.
Considerable reductions in the concentration of indicator organisms
occurred in the retention basin as might be expected. However, the
concentration of these organisms in the stream below the point of
retention basin discharge was still considerable.
Analysis of results of biological surveys of the stream below the
79
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point of basin discharge indicates the significant shift in the
nature of the benthic organisms following construction of the
lagoon. The organisms are now far more pollution-sensitive than
those which existed prior to construction of the basin. Significant
numbers of pollution-sensitive organisms were also found in the
lotic samples following construction of the basin although no simi-
lar samples were available prior to construction of the facility
for comparison.
While the analysis of the performance of the basin is limited on a
quantitative basis, it has been shown to be an adequate solution for
the present problem at Springfield, Illinois. Only one fish kill
occurred during the period of study, and it happened during a period
when the basin was drained for repair.
It has not been possible to quantitatively determine the relative
effect of the various mechanisms which could account for the basin's
performance. Sedimentation can reasonably be accredited with some
water quality improvement inasmuch as appreciable quantities of
sludge accumulated in the basin. However, the contribution of
bacteria and algae synthesized in the basin to this sediment is not
known. Similarly, the amount of biological degradation of soluble
and colloidal organic material has not been established. It is
postulated that an appreciable amount of the observed improvement
can be attributed to retention of storm flow with slow release at
diminished rates to the receiving stream.
Unfortunately, the analysis of basin performance does not provide a
rational basis for determining the desirable size of storm water re-
tention facilities at other installations. This is because the
available instrumentation did not afford a measure of influent flow
rate and because daily composite samples were analyzed and because
a portion of high storm water overflows were bypassed and did not
enter the retention facility. On the basis of the observed increase
in biochemical oxygen demand during summer months it could be anti-
cipated that difficulty might be experienced at certain installa-
tions because of deterioration of downstream water quality or be-
cause of aesthetic objection to the high algal densities. The de-
sirable size of such facilities clearly depends upon the water
quality objective involved. For example, where appreciable reduc-
tions in the density of indicator organisms is necessary, retention
times in the order of magnitude provided at Springfield would not
be sufficient. An additional consideration in determining basin
volume is the requirement for storage of the appreciable quantities
of solids retained in the basin.
80
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SECTION IX
REFERENCES
1. American Public Works Association, "Problems of Combined Sewer
Facilities and Overflows 1967," FWPCA Wo£eA Pollution Control
Re^e-anch SeAlu WP-20-H, 189 PP (196?).
2. American Public Works Association, "Water Pollution Aspects of
Urban Runoff," FWPCA WotgA Pollution Control R&>Qjd.&>
WP-20-75, 272 PP (1969).
3. Evans, F. L., Ill, Geldreich, E. E., Weibel, S. R., and Robeck,
G. G., "Treatment of Urban Stormwater Runoff," Journal. WateA
Pollution Contwl fzdeAation, 40, 5, Part 2, R162-R170 (1968).
k. Jenkins, Merchant and Nankivil, "Preliminary Design and Report,
Cook Street Outlet Lagoon," 7pp (1965).
5. Rosenkranz, W. A., "Storm and Combined Sewer Demonstration
Projects," FWPCA WateA Pollution Control Ru&asich S&U.&5
VAST-36, 121 pp (1970).
6. Standard M&thodt> faon. the. Examination oft Wat&i and Wat>tewat&i,
12th Ed., American Public Health Association, New York, 769 PP
(1965).
7. Troemper, A. P., "Cook Street Storm Water Oxidation Pond,
Preliminary Studies," 10 pp (1966).
8. Yarnell, D. L., "Rainfall Intensity-Frequency Data," U.S.
Department of Agriculture Miscellaneous Publication 20k (1935).
81
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SECTION X
APPENDICES
Page
1 Investigation of Pollution of Sugar Creek 84
Prior to Implementation of Project
II Data From Water Quality Surveys Prior to 87
Implementation of Project
II Data Sheet For Retention Basin Studies 90
IV Data Sheet For Sugar Creek Studies 91
V Results of Biological Surveys of Sugar 92
Creek
83
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APPENDIX I
INVESTIGATIONS OF POLLUTION OF SUGAR CREEK
PRIOR TO IMPLEMENTATION OF PROJECT
A chronological log of investigations and events related to pollu-
tion of Sugar Creek by overflow of sewage from the Cook Street
Pumping Station is included here. Data obtained from the stream
surveys are included in Appendix II.
December 30, 195*K - Sugar Creek was sampled below point of
discharge of Cook Street combined sewer overflow. No
record of the cause of the investigation Is available.
January A, 1955- ~ Same as above.
July 21, 1961. - A fish kill occurred on July 17. Investiga-
tors from the Illinois State Sanitary Water Board indica-
ted that the kill was presumably due to a sewage overflow
from the combined sewers which had traveled down the Cook
Street channel to Sugar Creek. However, stream samples
were not collected.
August 21 and 22, 1961. - A fish kill occurred in Sugar Creek
as a result of combined sewer overflow. Reasonably com-
plete data were collected by both the Sanitary Water Board
and the Springfield Sanitary District.
January 22, 1962. - Action was instituted by the Illinois Sani-
tary Water Board to collect $222.65 for fish killed by
the August 21 and 22, 1961 storm sewer overflow.
July 30 and 31, 1963. - A fish kill was reported on Sugar Creek.
Investigation revealed dead fish, distressed fish and
evidence of recent sewage bypass down the Cook Street
channel. On July 31, it was estimated that 150 to 200
gpm combined sewer overflow was being discharged to the
channel. No stream samples were collected.
September 12, 1963- - A fish kill in Sugar Creek was investi-
gated and a number of samples were collected. There had
been 0.3^ in. of rainfall on September 11 and 0.03 in. on
September 12. There had been no rain for the preceding
six days and a total of 1.07 in. of rainfall for the pre-
vious 20 days.
October 19, 1963. - A fish kill was reported and investigated.
No dead fish or distressed fish were noted at the time
the stream samples were collected. Prior to this time
84
-------
there had been 0.08 in. of rainfall on October 16, a
trace on October 17, 0.05 in. on October 18 and 0.88 in.
on October 19. There had been no rainfall for 16 days
preceding this period and a total of 0.01 in. of rainfall
for the 20 days prior to this period.
May 27, 1964. - A fish kill was reported and investigated.
While no sewage was overflowing at the time of the inves-
tigation, it was apparent that the fish kill had been
caused by sewage overflow. An estimated 3,315 fish were
killed on this occasion. There had been 0.18 in. of rain-
fall on May 26, and a trace of rainfall on May 27. There
had been no rainfall for a day prior to this time and a
total of 1.37 in. of rainfall during the previous 20 days.
May 28, 1964. - A recheck inspection was made on this date and
it was found that several hundred gpm of sewage was over-
flowing from the combined sewers. No stream samples were
collected.
July 27, 1964. - A conference was held between the Board of
Trustees of the Springfield Sanitary District and Mr. C.
W. Klassen and Mr. R. S. Nelle of the Illinois State Sani-
tary Water Board regarding the problem of pollution of
Sugar Creek and the possibility of correction of it. It
was agreed the problem resulted from the combined sewer
overflows in this area and that the only possibility of a
solution lay in some means of treatment of these overflows.
December 30, 1964. - An investigation was made of Sugar Creek.
Records do not indicate that the inspection was prompted
by a fish kill. No stream samples were collected; however,
visual observations of the stream indicated evidence of
long term sewage pollution of Sample Point #2. Gray,
stringy growths were evident in the stream.
January 5, 1965. - An investigation indicated bypassing during
a dry weather period into Sugar Creek.
January 6, 1965. - An additional investigation indicated 150 to
200 gpm bypassing at this time of no rainfall.
January 7, 1965. - Investigation revealed approximately 500 gpm
bypassing at time of no rainfall. At this point the
Springfield Sanitary District was advised that sewage was
overflowing and investigation revealed that one of the
diversion structures was clogged which allowed the sewage
to bypass in time of dry weather. This was immediately
rectified. The Illinois State Sanitary Water Board by
letter, advised the Springfield Sanitary District that
they would not allow any further extensions to the sewer
85
-------
system tributary to the Cook Street outlet until the
problem of sewer overflows was resolved.
May 26, 1965. - An investigation indicated that between 1500
and 3000 gpm of combined sewage overflow was bypassing.
All four pumps at the Cook Street Pumping Station were
running and no more sewage could be intercepted. There
had been 0.10 in. of rain on May 2k and 0.90 in. on May 26.
There had been no rain for the previous five days and a
total of 0.6^ in. of rainfall during the previous 20 days.
No stream samples were collected and there was no indi-
cation of any fish kill.
May 28, 1965. - A grant for a demonstration project on reten-
tion of storm water overflow was requested from the U.S.
Department of Health, Education and Welfare.
May 18, 1966. - An investigation was made by Sanitary Water
Board personnel and stream samples were collected. There
was no fish kill evident on this occasion. There had
been 1.35 in. of rain on May 17- There had been one day
prior to this time with no rainfall and a total of 1.38 in.
of rain had fallen during the preceding 20 days.
July 28, 1965. - Stream samples were collected by Sanitary Dis-
trict personnel. There had been 0.67 in. of rainfall on
July 27. There had been no rain for the preceding eight
days and a total of 0.28 in. of rain during the previous
20 days.
July 29, 1966. - Stream samples were again collected by Sani-
tary District personnel. The samples indicated a reason-
ably good recovery of the stream following the unsatis-
factory conditions observed on the previous day.
August 10, 1966. - Stream samples were collected by Sanitary
District personnel. There had been 0.13 in. of rain on
August 8, 0.08 in. on August 9, and 0.85 in. on August 10.
There had been no rainfall for six days preceding this
period and a total of 1.0^ in. of rainfall during the
previous 20 days.
86
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APPENDIX II
DATA FROM WATER QUALITY SURVEYS PRIOR
TO IMPLEMENTATION OF PROJECT
Sample Point #1 - Route 29 Bridge
7000 ft Above Discharge Point
Date
8/21/61
8/22/61
9/12/63
5/18/66
7/28/66
7/29/66
8/10/66
Date
12/30/5^
1/4/55
8/21-22/61
8/22/61
9/12/63
10/19/63
5/18/66
7/28/66
7/29/66
8/10/66
DO
pH (mg/1)
7.6
8.3 5.8
7.1 5.8
9.0
5.2
6.0
6.1
Sample Po
5500
DO
pH (mg/1)
8.4
4.2
7.5
7.6 2.7
7.1 5.4
3.9
7.7
3.8
6.5
2.0
BOD
(mg/1)
2.6
4.0
2.0
3.0
0.8
1.0
2.7
int #2 -
ft Below
BOD
(mg/1)
8.2
24.0
13.0
8.1
1.5
-
7.0
3.0
2.0
29.4
Coliforms Enterococcus
(no./lOO ml)(no./100 ml) Observations
2000 80 Stream normal ^'
- No evidence of
pol 1 ution( 0
70 mg/1 suspended
sol ids, 14% volati le
Stream normal
(2)
Stream normal
(2)
Stream normal
Turbid^
Mechan icsburg Bridge
Discharge Point
Coliforms Enterococcus
(no./lOO ml)(no./100 ml) Observations
_
1,000,000 2,000 No dead fish'1)
No dead fish^
Creek gray - 30 mg/1
suspended sol ids ,
33% volati le
Turbid
170,000 1 ,100 No dead fish
(2)
2 dead fishv '
(2)
Stream normal
Turbid, no dead
flsh(2)
87
-------
Sample Point #3 - Oak Lane Bridge
14,500 ft Below Discharge Point
Date pH
5/15/59
5/15/59
8/21-22/61 7.4
8/22/61 7-6
9/12/63 6.9
10/19/63 6.7
5/27/64
5/18/66
7/28/66
7/29/66
8/10/66
DO
(mg/1)
1.7
2.4
-
2.3
0
0.4
0
7.1
0
5.3
5.3
BOD
(mg/1)
-
-
8.0
6.7
4.0
20.0
-
7.7
7.9
5.7
2.8
Col i forms Enterococcus
(no./lOO ml)(no./100 ml) Observations
Fish kil 1 reported-
no dead fish noted
Fish kill reported-
no dead fish noted
620,000 790 282 dead fish
counted' '
30 dead fish
counted upstream
from point of
discharge
Sewage odor £ dis-
coloration; some
fish in distress;
290 mg/1 suspended
sol ids; 3% volati le
Turbid, no fish
killed
1,200 580 Estimated 3,315
fish killed
190,000 1 ,800 No dead fish
- No dead fish
(2)
Stream normal
Turbid^
88
-------
_0ther Stream Samples
Date
DO BOD Coliforms Enterococcus
pH (mg/1) (mg/1) (no./100 m 1) (no._/100mlj
Location
8/21-22/61 7-5
10/19/63 7-2 3.0
28 3,200,000
45,000 Sugar Creek - 150 ft
downstream from Cook
Street channel outlet
Sangamon River - Coal
Bank Bridge
Cook Street Channel Samples
Date
DO BOD Coliforms Enterococcus
pH (mg/1)(mg/1)(no./IOQ ml)(no./TOO ml)
Location
8/21-22/61
8/21-22/61
9/12/63
7
7
7
.3 -
.4 -
.1 4.6
54
15
11
15,000,000 80,000 Evidence of sewage -
channel septic
3,200,000 75,000 Sample taken at
By-pass #66
Sewage evident,
U.S.
septi c
5/18/66
6.1 >4
sludge .worms, 30 mg/1
suspended solids, 33%
volatile
Evidence of sewage
(1)
(2)
Data collected by Illinois State Sanitary Water Board.
Data collected by Springfield Sanitary District
89
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APPENDIX III
DATA SHEET FOR RETENTION BASIN STUDIES
SPRINGFIELD SANITARY DISTRICT
COOK STREET STORM WATER OXIDATION POND
MONTHLY LOG OF POND DATA
19
Prepored By
Date
2
3
4
5
6
7
8
9
10
II
12
13
14
IS
16
17
18
19
20
21
22
23
24
25
26
27
28
29
50
31
Total
Min.
Man.
Weather Conditions
Ave
Air
Temp.
•F
.
Rain-
fall
in /day
Possible
Sunshine
Wind
Speed
ffl.p.d
Wind
Direc-
tion
Evap-
oration
In.
Pond Conditions
Water
Surface
Elev.
Ft.
Outflow
Rate
mgd.
Inflow
Rote
m.Q.d.
Influent Quality
B.O.D.
Susp.
Solids
ma /I.
Volatile
S. S.
Dis.
0«y.
Temp.
•F
MB.A.S.
mg./l
PH
Coliform
Density
Numb
Fecal
Colif's
er per 1
Fecal
Strip.
30ml.
Effluent Quality
B.O.D.
mg./l
Susp
Solids
mo /I
Volatile
S.S.
Dis.
Oxy.
ma/l.
Temp
•F
PH
Coliform
Density
Numt
Fecal
Califs
er per
Fecol
Strep
00ml
-------
APPENDIX IV
DATA SHEET FOR SUGAR CREEK STUDIES
SPRINGFIELD SANITARY DISTRICT
COOK STREET STORM WATER OXIDATION POND
MONTHLY LOG OF STREAM DATA
Prepared By
Date
i
2
3
4
5
6
r
8
9
10
II
12
13
14
IS
16
17
»8
19
20
21
22
23
24
2S
26
27
28
29
3O
31
Total
Ave
Min
Max
Streamflow
Lake
Spfld.
Elev.
Fl.
Est.
Stream-
flow
Station — 7000 Ft. Upstream
B.O.D.
mg./l.
SUSP
Solids
ma/I.
Volatile
S.S
%
Dis.
Oxy.
mfl,A
PH
Coliform
Density
Numb
Fecal
Calif's
Br per 1C
Fecal
Strep.
}0 ml.
Temp.
•F
Station 2 — 5500 Ft. Downstream
B.O.D.
ma /I
Susp.
Solids
ma/l.
Volatile
S.S.
•/.
Ois.
0»y.
ma/l.
PH
Coliform
Density
Numb
Fecal
CoNfs
tr Mr t
Fecal
Strep.
30ml.
Temp.
•F
Station 3 — 14.500 Ft. Downstream
BOD
ma/l.
Susp.
Solid*
m»/l.
Volatile
S.S.
%
Dis.
Oxy.
mg./l.
PH
Coliform
Density
Numb
Fecal
Calif's
ir pir II
Fecal
Strep.
X)ml.
Temp.
•F
-------
APPENDIX V
RESULTS OF BIOLOGICAL SURVEYS OF SUGAR CREEK
Biological Data Date: July U, 1969
Station Number: 1-a, b, c, d & e
Sample Site: Stream 1
Stream Condition: Just below flood stage but receding
Water Temperature: 81°F
Bacterial Counts: Total, A50,000/100 ml; Fecal coliforms,
30,000/100 ml
Flow Rate of Water (approx.): Swift
Benthic Samples
No benthic samples - placed samplers in on this date
Lotic Samples - Organisms found
Sewage algae (Fusarium aqueductum)
Mayfly eggs (Baetis sppTJ
Leeches (Hi rudi nea SjDp_.)
Snails (Gastropoda)
Mayf1ies(Baetis spp.)
Crayfish (Cambarus diogenes)
Sowbugs (Asellus commumi s)
Water flea (Cyclops spp.)
Fairy shrimp (Eubranchipus vernal is)
Planaria (Planar!a maculatal
Toad (Bufo americanUsl
MudpuppyCNecturus spp.)
Biological Data Date: July H, 1969
Station Number: 2-a, b, c, d & e
Sample Site: Stream 2
Stream Condition: High, muddy
Water Temperature: 80°F
Bacterial Counts: Total, 180,000/100 ml; Fecal coliforms,
27,000/100 ml
Water Flow: Swift
Benthic Samples
No benthic samples
Lotic Samples - Organisms found
Sewage algae (Fusarium spp.)
Mayfly nymphs CEphemeFa)
Frog tadpole (spp. unknown)
92
-------
Darter (Boleosoma spp.)
Minnow (Hyporhynchus spp.)
B1 ackf 1 y (S i mu 1 i urn sppj"
Midge (Chironomus spp.)
Copepod (Piaptomus spp.)
Water flea (C y cj op sj
Water flea (Daphn i a)
Biological Data Date: July !*», 19&9
Station Number: 3-a, b, c, d & e
Sample Site: Stream 3
Stream condition: High, high turbidity
Water Temperature: 80°F
Bacterial Counts: Total, 130,000/100 ml; Fecal coliforms,
9,000/100 ml
Flow Rate of Water: Swift
Benthic Samples
No benthic samples
Lotic Samples - Organisms found
Crayfish (Cambarus diogenes)
Sowbugs (Asel1 us communiT)
Dragonfly nymph (Anax spp.)
Stonefly nymph (Perla spp.)
Watermites (hydrachna spp.)
Perch (Percaflauesceus)
Shiner (Notropis spp.)~
Midge or punky (Culicoides)
Scenedesmus
Oocystis
Anki strodesmus
Biological Data Date: September 2, 1969
Station Number: l~a, b, c, d & e
Sample Site: Stream 1
Stream Condition: Very low
Water Temperature: ?8°F
Bacterial Counts: Total, 580,000/100 ml; Fecal coliforms,
27,000/100 ml
Flow Rate of Water (approx.): 3 cfs
Benthic Samples
Tub ifex tubi fex
Caddisfly house
Carches ium
93
-------
Lotic Samples - Organisms found
Osci 1 latoria
Ulothrix
Euglena yi r i di s
Crayf ? sh (CambaVus diogenes)
Sewage worm (Tub i f ex tub i fex)
Vorticel la
Carp (Cyprinus ca rp i o)
Perch (Perca Flavescens)
Biological Data Date: September 2, 1969
Station Number: 2-a, b, c, d S e
Sample Site: Stream 2
Stream Condition: Low
Water Temperature: 70° F
Bacterial Counts: Total, 430,000/100 ml; Fecal coliforms
57,000/100 ml
Flow Rate of Water (approx.) : 4.5 cfs
Benthic Samples
Caddis fly larva (Chimarra)
Mayfly nymphs (Heptageni a)
Mayfly nymphs (Ephemerel la)
Snail (Gyraulus)
Clam (Pisld?um]~
Rot i fers (RotTfera)
Sewage worm (Tub if ex)
Hydra (Hydra)
yra
h (Cam
C r ay f i sh (Cambarus)
Lotic Samples
Copepods (Diaptomus)
(CyclopsT"
Eurycerus (Eurycerus)
Daphnia (Daphnia)
Crayfish (Cambarus)
P rotozoans (Paramecium)
(Amoeba)
Ch 1 amydomonas (Chi amydomonas )
Pesmid (Closterium)
Biological Data Date: September 2, 1969
Station Number: 3~a, b, c, d & e
Sample Site: Stream 3
Stream Condition: Low, clear
Water Temperature: 78°F
Bacterial Counts: Total, 400,000/100 ml; Fecal coliforms
30,000/100 ml
94
-------
Flow Rate of Water: 1.9 cfs
Benthic Samples
Crayfish (Cambarus)
Caddisfly house (unidentified)
Tub ifex(Tub ifex)
Water scavenger" (Hydroph? 1 uc)
Hydra (Hydra oligattis [fusca])
Vorticella (VorU_ce1 la campanula)
Sphaerium clam corneum
Carches_i_uim polypi num
Lotic Samples - Organisms found
Catfish (Ictalurus)
Mosqu i tofish (Gambusia)
Carp (Carpo ides')
Algae (CrucigerTia tetrapecMa)
(Synura uvelTa")
(Scenedesmus spp.)
Snake (Matrix sipedon subspecies sipedon)
Biological Data Date: October 31, 1969
Station Number: 1-a, b, c, d & e
Sample Site: Stream 1
Stream Condition: Fairly low, more than normal fly ash
Water Temperature: 51°F
Bacterial Counts: Total, 100,000/100 ml; Fecal coliforms,
9,000/100 ml
Flow Rate of Water: 5 cfs
Benthic Samples
Tub!fex tub ifex
C ray f i s h (Cambarus)
Nematode worm eggs
Bryozoan (PIumatel1 a)
Snake burrow
Lotic Sample - Organisms found
Blue-green Algae (R?vularia)
(Nos toe)
(Osci 1 la tor i a)
Green Algae (Ankistrodesmusj
(Richterella)
B1uegi11 (Lepomis macrochi rus)
Biological Data Date: October 31, 1969
Station Number: 2-a, b & c
Sample Site: Stream 2
95
-------
Stream Condition: Higher than normal
Water Temperature: 51°F
Bacterial Counts: Total, 25,000/100 ml; Fecal coliforms,
700/100 ml
Flow Rate of Water: 5.2 cfs
Benthic Samples
No benthic samples
Lotic Samples - Organisms found
Tub ifex (Tub ifex)
Euglena (Euglena vi ridis)
Paramecium (Paramecium spp.)
Phacus (Phacus)
Amoeba (Amoeba)
Carchesi urn
Ank? strodesmus
Crucigenia
Ulothrix
Biological Data
Date: October 31, 1969
Station Number: 3~a, b, c, d & e
Sample Site: Stream 3
Stream Condition: Fairly high
Water Temperature: 51°F
Bacterial Counts:
Flow Rate of Water:
Total , 50,000/100 ml;
A,500/100 ml
h.l cfs
Fecal coliforms,
Benthic Samples
Hydra (Hydra spp.)
Stentor (Stentor spp.)
Vorti eel la
Planaria
Leech (H i rudi nea)
Tub? fex
Lotic Samples - Organisms found
Euglena (Euglena vi rid? s)
Phacus
Spi rogyra
Ki rchneriella
Desmid (StrauVastrum)
Ankistrodesmus
Biological Data
Date: December 16, 1969
Station Number: 1-a, b,
d & e
Sample Site: Stream 1
96
-------
Stream Condition: Normal level
Water Temperature: 33°F
Bacterial Counts: Total, 30,000/100 ml; Fecal coliforms
1,000/100 ml
Flow Rate of Water: 3 cfs
Benthic Samples
No benthic samples
Lotic Sampjes^ - Organisms found
Earthworm (Lumbri culus variegata)
Cyclops (Cyclops strenims")
Leech (Hi rudi nea spp.)
Protozoa (Carchesium)
(Vorticella)
(S ten tor)
(Pajamecium)
97
-------
1
Accession Number
w
5
2
Subject Field & Group
SELECTED WATER RESOURCES ABSTRACTS
INPUT TRANSACTION FORM
Organization
Springfield Sanitary District, Springfield, Illinois
Title
Retention Basin Control of Combined Sewer Overflows
10
Author(s)
16
Project Designation
FWQA, Department of Interior, Grant 3-111-1
21
Note
22
Citation
Report, Water Pollution Control Research Series, 11023 08/70, 1970, 97 p.
23
Descriptors (Starred First)
Combined sewers, Urban drainage, Retention basins, Lagoons,
Combined sewer overflow
25
Identifiers (Starred First)
27
Abstract
Control of combined sewer overflows by retention in an open basin has been
evaluated. Fish kills, which were numerous prior to construction of the
facility, ceased and there was an increase in the abundance of pollution
sensitive organisms in the stream below the basin.
Average annual reduction of BOd was 27 percent and coliform reduction averaged
72 percent. However during the period from June through October 1969, pro-
duction of algae in the basin caused the effluent BOD to consistently exceed
that of the influent. In addition to the oxygen demand on the stream, pro-
duction of algae may be objectionable at some installations for aesthetic
reasons. Sludge accumulation was significant in the basin and must be taken
into account in design of similar facilities. Suggestions for future designs
of retention basins are included.
Abstractor
s-f i tut ion
WR:102 (REV. JULY 1969)
WRSI C
SEND. WITH COPY OF DOCUMENT. TO: WATER RESOURCES SCIENTIFIC INFORMATION CENTER
U.S. DEPARTMENT OF THE INTERIOR
WASHINGTON, D.C. 20240
« GPO: 1 970-389-930
-------
Continued from inside front cover....
11022 --- 08/67 Phase I - Feasibility of a Periodic Flushing System
for Combined Sewer Cleaning
11023 --- 09/67 Demonstrate Feasibility of the Use of Ultrasonic
Filtration in Treating the Overflows from Combined
and/or Storm Sewers
11020 --- 12/67 Problems of Combined Sewer Facilities and Overflows,
1967, (WP-20-11)
11023 --- 05/68 Feasibility of a Stabilization-Retention Basin in Lake
Erie at Cleveland, Ohio
11031 — 08/68 The Beneficial Use of Storm Hater
11030 DNS 01/69 Water Pollution Aspects of Urban Runoff, (WP-20-15)
11020 DIH 06/69 Improved Sealants for Infiltration Control, (WP-20-18)
11020 DES 06/69 Selected Urban Storm Water Runoff Abstracts, (WP-20-21)
11020 --- 06/69 Sewer Infiltration Reduction by Zone Pumping, (DAST-9)
11020 EXV 07/69 Strainer/Filter Treatment of Combined Sewer Overflows,
(WP-20-16)
11020 DIG 08/69 Polymers for Sewer Flow Control, (WP-20-22)
11023 DPI 08/69 Rapid-Flow Filter for Sewer Overflows
11020 DGZ 10/69 Design of a Combined Sewer Fluidic Regulator, (DAST-13)
11020 EKO 10/69 Combined Sewer Separation Using Pressure Sewers, (ORD-4)
11020 --- 10/69 Crazed Resin Filtration of Combined Sewer Overflows, (DAST-4)
11024 FKN 11/69 Storm Pollution and Abatement from Combined Sewer Overflows-
Bucyrus, Ohio, (DAST-32)
11020 DWF 12/69 Control of Pollution by Underwater Storage
------- |