United States
            Environmental Protection
            Agency
Municipal Environmental Research  EPA 600 2 79 043
Laboratory         July 1979
Cincinnati OH 45268
            Research and Development
             Performance
             Evaluation of the
             Existing Three-
             Lagoon
             Wastewater
             Treatment Plant at
             Pawnee, Illinois
S
\

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                RESEARCH REPORTING SERIES

Research reports of the Office of Research and Development, U.S. Environmental
Protection Agency, have been grouped into nine series. These nine broad cate-
gories were established to facilitate further development and application of en-
vironmental technology. Elimination of traditional grouping was consciously
planned to foster technology transfer and a maximum interface in  related fields.
The nine series are:

      1.  Environmental Health  Effects Research
      2.  Environmental Protection Technology
      3.  Ecological Research
      4.  Environmental Monitoring
      5.  Socioeconomic Environmental Studies
     .6.  Scientific and Technical Assessment Reports (STAR)
      7.  Interagency Energy-Environment Research and Development
      8.  "Special" Reports
      9.  Miscellaneous Reports

This report  has  been assigned  to the ENVIRONMENTAL PROTECTION TECH-
NOLOGY series. This series describes research  performed to develop and dem-
onstrate instrumentation, equipment, and methodology to repair  or prevent en-
vironmental degradation from point and non-point sources of pollution. This work
provides the new or improved technology required for the control and treatment
of pollution sources to meet environmental  quality standards.
This document is available to the public through the National Technical Informa-
tion Service, Springfield, Virginia 22161.

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                                           EPA 600/2-79-043
                                           July 1979
       PERFORMANCE EVALUATION OF THE
     EXISTING THREE-LAGOON WASTEWATER
    TREATMENT PLANT AT PAWNEE, ILLINOIS
                    by
              C.  Fred Gurnham
                B. A. Rose
             W. T. Fetherston
       Gurnham and Associates, Inc.
         Chicago, Illinois  60606
            Grant No. R-803900
              Project Officer

              Ronald F. Lewis
       Wastewater Research Division
Municipal Environmental Research Laboratory
          Cincinnati, Ohio  45268
MUNICIPAL ENVIRONMENTAL RESEARCH LABORATORY
    OFFICE OF RESEARCH AND DEVELOPMENT
   U.S. ENVIRONMENTAL PROTECTION AGENCY
          CINCINNATI, OHIO  45268

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                                 DISCLAIMER


This report has been reviewed by the Municipal Environmental Research
Laboratory, U.S. Environmental Protection Agency,  and approved for publication.
Approval does not signify that the contents necessarily reflect the views and
policies of the U.S. Environmental Protection Agency, nor does mention of
trade names or commercial products constitute endorsement or recommendation
for use.
                                      11

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                                  FOREWORD
The Environmental Protection Agency was created because of increasing public
and government concern about the dangers of pollution to the health and wel-
fare of the American people.  The complexity of the environment and the
interplay between its components require a concentrated and integrated attack
on the problem.

Research and development is that necessary first step in problem solution
and it involves defining the problem, measuring its impact, and searching for
solutions.  The Municipal Environmental Research Laboratory develops new and
improved technology and systems for the prevention, treatment, and management
of wastewater and solid and hazardous waste pollutant discharges from munici-
pal and community sources, for the preservation and treatment of public drink-
ing water supplies, and to minimize the adverse economic, social, health, and
aesthetic effects of pollution.  This publication is one of the products of
that research; a most vital communications link between the researcher and
the user community.

As part of these activities, this case history report was prepared to make
available to the sanitary engineering community a full year of operating and
measured performance data for a three-cell facultative wastewater treatment
lagoon system.
                                      Francis T.  Mayo
                                      Director
                                      Municipal Environmental Research
                                      Laboratory
                                     iii

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                                  ABSTRACT


Wastewater treatment lagoons have found extensive use, particularly in small
communities.  However, few operational data are currently available as a basis
for evaluating the performance capabilities of lagoons.  This report presents
data gathered over a one-year period of monitoring the lagoon system at Pawnee,
Illinois, and compares treatment plant performance to design loading rates and
the Federal secondary treatment standards.  The treatment plant performed very
well.  Removals of BOD,, and fecal coliforms were excellent.  During the early
part of the year, lagoon effluent passed through a sand filter, which was in-
effective and contributed suspended solids to the effluent; the filters were
later by-passed and suspended solids removal was satisfactory from then on.
Fecal coliform removal was satisfactory except for a brief period when chlorine
addition was insufficient.  In addition to the above parameters, many others
were monitored and are presented both in summary form and in complete listings
of all data collected during the study.  The lagoons performed satisfactorily
during the winter months, and anaerobic conditions did not develop despite a
thick ice layer.

This report was submitted in fulfillment of Grant No.  R-803900-01 bv
Gurnham and Associates, under sponsorship of the U.S.  Environmental" Protection
Agency.
                                      iv

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                                  CONTENTS
Foreword




Abstract                                                                   iv




Contents                                                                    v




Figures and Tables                                                         vl




Acknowledgement                                                           vil





     I.    Introduction                                                      1




     II.   Conclusions                                                       3




     III.  Recommendations                                                   4




     IV.   Description of Pawnee Treatment System                            5




     V.    Sampling and Analysis Procedures                                  9




     VI.   Evaluation of Pawnee Aerated Lagoon System                      17




     VII.  Average Wastewater Treatment and Plant Removals                 34




Appendices




     A.    Sampling Equipment                                              38




     B.    Daily Data Sheets                                               39

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                                   FIGURES





 Number                                                                    „
 	                                                                    Page



   1     Schematic  - Pawnee Wastewater  Treatment  Plant                        6


   2     Lagoon Aeration  System Layout                                        g


   3     Location of Sampling  Sites                                          10
                                   TABLES
Number
	                                                                   Pag


  1    Pawnee Sampling Schedule                                           -Q


  2    Sampling and Analytical Program                                    j2


  3    Analytical Procedures                                              13


  A    Pawnee Loading Rates                                               10



  5    Pawnee Treatment Efficiencies                                      20


  6    Ratio of COD to BOD                                                0/-
                          5                                               ^o


  7    Average Wastewater Characteristics Across Lagoon System            37
                                     vi

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                              ACKNOWLEDGEMENT
The Village of Pawnee retained Gurnham and Associates, Inc., to conduct the
performance evaluation of its wastewater treatment plant.  The success of
the project was made possible through the efforts of Mayor Edgar Dickey;
Village Manager Roger Alexander; and Wastewater Treatment Plant Operator
James Clauser.
                                    vii

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                                   SECTION I
                                 INTRODUCTION


The Federal Water Pollution Control Act Amendments of 1972, PL 92-500, estab-
lished minimum performance requirements for publicly owned treatment works.
By July 1977, publicly owned treatment works were required to meet effluent
limitations based on secondary treatment as defined by 40 CFR Part 133.
Originally published on August 17, 1973 and amended June 26, 1976, (41 FR
30785; July 26, 1976), these regulations state:  (a)  The five-day biochemical
oxygen demand (BOD ) and suspended solids (SS) shall not exceed an arithmetic
mean value of 30 mg/1 for effluent samples collected in a period of 30 con-
secutive days, and (b) the arithmetic mean of the effluent BOD  and SS values
determined on'samples collected in a period of 30 consecutive days shall not
exceed 15 percent of the arithmetic mean of the BOD5 and SS values determined
on influent samples collected at approximately the same times during  the same
period (85% removal).  Limitations of fecal coliform bacteria were deleted in
the 1976 revision of the standard.  It is now felt that it is environmentally
sound to establish disinfection requirements for domestic wastewater  discharges
in accordance with water quality standards promulgated pursuant to Sections
302 and 303 of the Act and associated public health needs.  On September 28,
1977, suspended solids limitations were amended to permit less stringent
limitations for wastewater treatment ponds with a design capacity of  two
million gallons per day or less.  Either the Regional Administrator or the
State Director may establish less stringent limitations, subject to EPA approv-
al, based on  the actual performance of waste stabilization ponds in the geo-
graphic areas which are meeting effluent quality limitations  for biochemical
oxygen demand.

There are more than 4,000 publicly owned waste treatment lagoons in the United
States.  These lagoons are generally located in small rural communities and
designed for  a flow of less than  3,785 m3/day  [one million  gallons per day
(1 mgd)].  Lagoons are widely used because operation and maintenance  are simple,
operating costs are low, and land is generally available in rural areas.   There
is wide variation in  the design of these lagoon systems, in part to take advan-
tage  of existing topography.  Long term performance data are  usually  lacking,
particularly  for continuous-discharge  aerated  lagoons.  Typically,  there is no
formal test program at these lagoons or, at most, infrequent  grab sampling.
An EPA Task Force Committee, while preparing  a bulletin on  design criteria for
use by Regional Administrators in reviewing construction grant applications
under PL 92-500, found very little evidence of evaluation  of  existing lagoon
performance  in relation to design.  Review of  those data that are available
indicated that multiple-cell lagoons  (with series or parallel-series  operation)

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are more effective than a single-cell large lagoon; and that effluent quality,
particularly for facultative or photo-synthetic lagoons, is caused to deterio-
rate by large amounts of algae in lagoon effluents during summer periods, and
by low temperatures and anaerobic conditions resulting from icing-over of
lagoons in winter.  There is a strong possibility that continuous-discharge
facultative lagoons will not meet the secondary treatment requirements without
supplemental treatment.

It is believed that the problems associated with algae carryover in the summer
and with winter icing can be effectively mitigated by the addition of a mech-
anical oxygen (air) supply to some or all of the cells of a multi-cell lagoon
system.  It is important to determine how effectively aerated and aerated/
facultative waste treatment lagoons operate throughout all seasons of the year.
Documentation and evaluation of carefully collected operating and performance
data will provide evidence as to whether existing continuous-discharge aerated
lagoons, serving as a secondary treatment system, can, as presently designed
and operated, meet the 1977 Standards.  They will also aid in pinpointing what
improvements and upgrading may be needed in the design and operation of aerated
lagoons, and will thus define future research needs.

This one-year performance study of the existing aerated lagoon system at Pawnee,
Illinois, was a part of a program funded by the U.S.  Environmental Protection
Agency (EPA) to evaluate continuous-discharge, multi-cell aerated lagoon systems
in different climates and geographical locations.

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                                  SECTION II


                                  CONCLUSIONS
Aerated lagoons appear to offer a relatively inexpensive method of treating
domestic wastewater from small population centers.   Well-designed and operated
systems are capable of meeting Federal Standards for secondary treatment.
This report presents performance data on the aerated lagoon system operated
by the Village of Pawnee, Illinois.

     1.  Removal of BOD  was excellent over the study period. Removal averaged
         99%.  The lagoons were covered with ice for at least one month;
         however, air was continuously supplied to the system.  Although the
         BOD,, removal dropped to 96.8% following the freeze, anaerobic con-
         ditions did not develop.  BOD  loading exceeded design capacity
         during five of the project months.  Although the system was organi-
         cally overloaded, flows were consistently measured at less than 50%
         of design capacity.  It was not possible to determine if the efficiency
         of the Pawnee system will be maintained when it reaches its hydraulic
         design capacity.

     2.  Suspended solids removal over the 3-cell system averaged 94%.  Flow
         from the lagoons passed through sand filters the first three months
         of the study, during which time TSS removal between the head of the
         plant and the final discharge point averaged 89.3%.  The filters were
         by-passed in June.  Total suspended solids removal over the plant
         averaged 96.7% during the period the filters were by-passed, indicating
         redundancy in the application of the sand filters.  The Pawnee system
         meets Federal Standards without the filters.  The need for final
         polishing after an aerated lagoon system is related to State or Local
         water quality-based standards.

     3.  The Pawnee system meets State of Illinois standards for destruction
         of fecal coliforms.

     4.  Nutrient removal efficiencies within the Pawnee system are less con-
         sistent than for BOD  and suspended solids, and appear to be more
         directly related to climate.   Phosphorus removal averaged 70.8%.
         Reduction of total Kjeldahl nitrogen was calculated at 89.7%, while
         the year-round average for removal of ammonia nitrogen was 93.9%.

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                                SECTION III
                              RECOMMENDATIONS
In general, the Pawnee wastewater treatment system functions efficiently.  It
consistently meets Federal standards for secondary treatment.  The flow through
the system averaged 787 m3/day (208,000 gpd), or 42% of design capacity;
organic loading, however, exceeded design capacity during five of the project
months.  The BOD  concentration of the lagoon influent greatly exceeded that
which is generally considered standard for domestic wastewaters.  Continued
monitoring of the organic loading in the system is recommended.

The sand filters in the Pawnee system are redundant and should be removed as
quickly as possible.  The need for a substitute method of final polishing is
dependent on any further requirements imposed on wastewater treatment plants
by the State.

Efforts should be made to protect the lagoons from damage caused by muskrats
tunneling through lagoon berms.

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                                 SECTION IV
                   DESCRIPTION OF PAWNEE TREATMENT SYSTEM
The site for this project is the Village of Pawnee, in Sangamon County, Illi-
nois.  Pawnee is located approximately 24 kilometers (15 miles) south of
Springfield, the State capital.  Climate in the central part of the state is
continental, with warm summers and cold winters.  The State lies within the
principal storm tracks that cross the country and as a consequence experiences
marked weather changes, especially in winter.  Mean average temperature for
the area is 10 C (51 F), ranging from a January mean average of -3 C (26 F)
to 24 C (75 F) in July.  Average daily minimum temperatures range from -8 C
(18°F) to 18°C (64°F); average daily maximums range from 1°C (34°F) to 30°C
(85 F).  Total precipitation averages 914 mm (36 inches); the snowfall average
is 559 mm (22 inches).  The period of heaviest precipitation occurs between
March and September.  Prevailing winds are from the south, and average 11 kph
(7 mph) with gusts to 110 kph  (70 mph).

The Village of Pawnee Trustees issued $800,000 of revenue bonds in 1972 to
build a modern sewage collection system.  The money raised was used to con-
struct 83,000 linear feet of sewers, four lift stations, and an Air-Aqua
tertiary lagoon wastewater treatment system.  The population of Pawnee is
approximately 2,500  (population was 1,936 in 1970 census), with about 90%
connected to the sewer system.  The wastewater treatment plant is located
north of the Village Center, and discharges to Horse Creek, a tributary of
the south fork of the Sangamon River, in the Illinois river system.

A lagoon system such as was installed at Pawnee is estimated^ to cost one-
quarter as much as a comparable activated sludge waste treatment plant, and
operation costs^2'  are also reported lower.  Another advantage to a lagoon
system for a small community is that there is no need for solids handling
equipment which adds to the cost of a secondary treatment plant.

The wastewater treatment plant (See Figure 1) has a design capacity of 1,893
m3/day (0.5 mgd) to accomodate domestic waste generated by a population of
5,000, with a BOD  design loading of 386 kd/day (850 Ib/day) at an average of
200 mg BOD,./I influent.  It includes three lagoons, in series, each equipped

m
   Smith & Eilers "Cost to Consumer of Collecting and Treating Wastewater in
   the U.S." USDI,  FWQA, July 1970.
(2}
   Michel "Costs and Manpower for Wastewater Treatment Plant O&M, 1965-1968
   JWPCF 40, 11, 1883, November 1970.

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    [Approximately 25 mm = 60 m  (1" = 200')]
                   Lagoon #1
 Sand
Filters
   Building
      		^
Lagoon #2

iffle
Lagoon #3 1


r
1.  Influent Manhole

2.  Wet Well

3.  Compressor House

4.  Chlorine Contact Tank
   Figure 1.  Pawnee sewage treatment plant,

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with an "Air-Aqua" aeration system (Hinde Engineering Company), followed by
sand filters and chlorination.  The Air-Aqua system provides diffused air
aeration from special tubes laid on the bottom of the lagoons.  Transverse
layout of the aeration tubes is said to provide convenient and efficient air
flow from headers.  The layout is also claimed to compartmentalize  flow which
is divided by air bubble "curtains".  It is further claimed that this mini-
mizes short-circuiting, extends the aeration time, and provides aeration of
the entire lagoon volume.  Spacing of the tubes is designed to provide aera-
tion approximately in proportion to the demand  (See Figure 2).

Lagoon #1 is 110 m (360 ft) by 226 m (740 ft) to yield a rectangular surface
area of 2.47 hectares (6.1 acres).  The lagoon is 3 m (10 ft) deep  with 3-to-l
sloping sides.  The capacity of the lagoon is 66,700 m3 (17.6 million gallons).
It contains 58 lines of aeration tubing spaced 3 m (10 ft) apart at the inlet
end of the lagoon and 6 m  (20 ft) apart toward the outflow end.  These figures
correspond to a design loading on the primary lagoon of 157 kg BOD,, /ha/day
(140 Ib BOD /acre/day) and a design detention time of 35 days.

Lagoon #2 is 56 m (185 ft) by 226 m (740 ft) to yield a surface area of 1.25
hectares (3.1 acres).  The lagoon is 3 m (10 ft) deep and has  a capacity of
31,000 m3 (8.2 million gallons).  There are 36 lines of aeration tubing evenly
spaced 6 m  (20 ft) apart in Lagoon #2.

Lagoon #3 is 37 m (120 ft) by 195 m (640 ft) to yield a surface area of 0.73
hectares (1.8 acres).  The lagoon is 3 m (10 ft) deep and has  a capacity of
15,900 m3 (4.2 million gallons).  Lagoon #3 has 32 lines of aeration tubing
evenly spaced 6 m (20 ft)  apart.  There is an additional 30 m  (100  ft) of
length at the discharge end of this lagoon that is separated from the main
section of the lagoon by a baffle and which provides a non-aerated  chamber.

For the three lagoons, with a total of 4.45 hectares  (11 acres) of  surface
area, the design loading is 86 kg BOD /ha/day  (77 Ib BOD5/acre/day).  The
design detention time, based on a total lagoon volume of 113,500 m3 (30 million
gallons), is sixty days.

During the  first three months of the performance study, effluent flowed by
gravity from the aerated lagoon system to two dosing tanks.  From the tanks
it was pumped alternately  to two parallel banks of intermittent sand filters.
Each bank contains four cells, operated in parallel, with any  one or more
capable of being taken out of service.  The sand filters were  subject to
severe blockage problems.  The filters were removed  from service in June, as
they did not serve the purposes they were intended for.  Filtered effluent
discharges  to a chlorine contact chamber, where a 12%% sodium  hypochlorite
solution is metered  into the wastewater.  Chlorine dosage is  gaged  to deliver
4 mg active chlorine per liter of wastewater.  This dosage normally leaves  a
slight chlorine residual in the treated effluent.  Final effluent discharges
to the creek.

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oo
                                       Figure 2.  Lagoon aeration system layout,

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                                 SECTION V
                      SAMPLING AND ANALYSIS PROCEDURES


Devices for continuous flow measurements and for routine sampling were not
originally provided in the Pawnee treatment system.   Plans for the one-year
performance study included acquisition and installation of the equipment
necessary to collect performance data on the aerated lagoon system, including
the intermittent sand filters and the chlorine contact chamber.

Six sampling locations were selected:  (The sampling sites are located on
Figure 3).

          Location Code	Description	

               A                  Plant influent

               B                  Effluent from Lagoon #1

               C                  Effluent from Lagoon #2

               D                  Effluent from Lagoon #3

               E                  Effluent from sand filters

               F                  Final outfall, after chlorination

Influent flow measurements were taken at Location A using a Palmer Bowlus flume
and a  flow meter equipped with a totalizer.  A weir was constructed to measure
flows  at Location D.  Sampling at Location A was flow proportional with respect
to the flow indicated by the  flow meter at this location.  Flows at all other
points were steady enough that time-controlled composite sampling was adequate.

Equipment

The sampling equipment used during the 12-month study is listed  in Appendix A.
Because  the program required  year-round sampling, including a  severe winter
climate, it was necessary to  design  a protective housing for each sampler.
Heating  and refrigeration units were enclosed in each housing  to maintain pro-
per sample temperatures.

Samplers located at Sites B and C required custom modification.  A longer length
of tubing was required between the sampler and the sample site.

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                     Lagoon #1
                                                     i

                                                   J
                                    Plant Influent
                                    Effluent from Lagoon //I
                                    Effluent from Lagoon #2
                                    Effluent from Lagoon #3
                                    Effluent from sand filters
                                    Final effluent, after chlori-
                                    nation
(i
             Figure 3.  Sampling sites,
                             10

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Modifications in the electrical system were necessary to lengthen the samp-
ling cycle.

Samples were collected over a 13-month period starting in March, 1976.  At
four times during the study, samples were taken for 30 consecutive days (once
each season).  Seven-day sampling periods were scheduled during the other
eight months.  The sampling schedule is presented in Table 1.  No samples
were taken in January, 1977, because of the severity of the winter.  During
that period, the ice cover on each of the three lagoons exceeded 20 inches.
Although the sampler housings were equipped with heaters, it was impossible
to keep the feed lines from the lagoons to the samplers open.  The ice cover
did not break until mid-February; the sampling was resumed immediately.
                     TABLE 1.  PAWNEE SAMPLING SCHEDULE


                  Date                         No. of Sampling Days
          1976 - March 23-29                             7

                 April 1-30                             30

                 May 17-23                               7

                 June 14-20                              7

                 July 1-31                              31

                 August 16-22                            7

                 September 13-19                         7

                 October 1-31                           31

                 November 15-21                          7

                 December 13-19                          7

          1977 - February 14-20                          7

                 March 1-31                             31^

          Total Number of Sampling Days                179
 Sampling Procedures

 The Pawnee sampling and analytical program is summarized  in Table  2.   Composite
 samples, one  for each  sample location, were concurrently  collected each morn-
 ing.  During  the collection period, the  operator completed the Operator's Log
                                      11

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                TABLE 2.  SAMPLING AND ANALYTICAL PROGRAM
                                                         rn

Daily Flow
(total, minimum, maximum)
pH
Temperature
Dissolved oxygen
Alkalinity
Suspended solids, total
Suspended solids, volatile
BODC, total
C2.\
BOD , soluble
COD, total
COD, soluble
Phosphates, total
Nitrogen, total Kjeldahl
Nitrogen, ammonia
Nitrites
Nitrates
Algae cell count
Fecal coliforms
Sample Location
A B C D
X X
X X X X
X X X X
X X X X
X X X X
X X X X
X X X X
X X X X
X X X X
X X X X
X X X X
X X
X X
X X
X
X
XXX
X

E F

X
X
X
X
X X
X X
X X
X
X X
X
X
X
X


X
X X
rn
   All  tests  are  to be performed daily during the stated consecutive sample
   program, with  the exception of algae cell count.  Algae are to be counted
   one  day during each of the 7-day sampling periods and three days, a week
   apart, during  each of the 30-day sampling periods.
  I
   Tests performed with Whatman #2 filter paper.

                                     12

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and set up automatic samplers for the next 24-hour sampling period.

The Operator's Log included the results of field analyses of pH and dissolved
oxygen and flow measurements, as well as observations on weather.  Daily
consumption of electricity to operate the treatment system and the samplers
was also recorded.

An appropriate quantity of the composite samples from Locations D, E, and F
was transferred to specially prepared containers for fecal, coliform count.
All sample bottles were labeled and packed in a Coleman cooler; the coolers
were packed with ice, and transported by car to Springfield, Illinois.  The
samples were then transported daily by Greyhound bus from Springfield to
Chicago, where they were picked up by laboratory personnel.  All laboratory
analyses were performed by Suburban Laboratories, Inc.  Fecal coliform counts
and analyses for BOD  were started immediately upon receipt of samples.  Ana-
lytical methods were as specified by the USEPA, and are designated in Table 3.
                    TABLE 3.  ANALYTICAL PROCEDURES
                                                     rn
Field Analyses

               Parameter

               pH

               Dissolved oxygen

               Temperature

Laboratory Analyses

               Parameter

               Alkalinity

               Suspended solids, total

               BOD , total
Reference #

method 424b, p. 461

method 422F, p. 450

method 212, p. 125



Reference #

method 403, p. 278

method 208D, p. 94

method 507, p. 543

BOD -DO by titration
                                                                (continued)
 rn
   Unless otherwise specified, Reference # refers to Standard Methods for the
   Examination of Water and Wastewater, 14th Edition.
                                      13

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                           TABLE 3.   (continued)
Laboratory Analyses

              Parameter

              BOD5,  soluble
              COD,  total

              COD,  soluble
             Phosphate,  total
             N, total Kjeldahl

             N, NH3

             NO 2

             N03

             Fecal coliform

             Algae count
 Reference #

 method 507, p.  543

 sample first filtered with

 Whatman #2 filter paper

 method 508, p.  550

 method 508, p.  550

 sample first filtered with

 Whatman #2 filter paper

 method 425C111, p.  476

   Persulfate digestion

 method 425E, p. 479

   Colorimetric determination

 method  421,  p. 437

 method  418B, p. 412

 method  420,  p. 434

method  419D, p. 427

method  909C, p. 937

Equipment

   A.  Howard Mold Counting
       Device (0.1 mm deep)


                  (continued)
                                    14

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                           TABLE 3.   (continued)
Laboratory Analyses

              Parameter

              Algae count
Reference //

Equipment

   B.  Filar Micrometer eye-
       piece.

   C.  10X objective on A 0
       microscope.

Procedure A

   1.  Above setup should give
       a field of 1.5 sq. mm.

   2.  Place 2-3 drops of dil-
       uted sample onto Howard
       Mold Counting Device
       with cover slip resting
       on the two pillars
       (Volume observed now
       0.0015 ml).

   3.  Average the number of
       algae cell per field.

       Average number of algae
       X 666.66 X reciprocal
       of dilution X 100 ml =
       total number of algae
       per 100 ml sample.

Procedure B

   1.  If the concentration of
       algae is low to very low,
       run 100 ml of sample or
       its dilution through a
       gridded millipore filter.

                   (continued)
                                      15

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                           TABLE 3.   (continued)
Laboratory Analyses

              Parameter

              Algae count
Reference //

Procedure B

   2.  Place the filter under a
       microscope and average
       the number of algae
       cells per square (98
       squares on the grid).

       Average number of algae
       X 98 squares = total
       algae per 100 ml.

                or

       Average number of algae
       X reciprocal of its dil-
       ution X 98 = total algae
       per 100 ml.
                                     16

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                                 SECTION VI
                EVALUATION OF PAWNEE AERATED LAGOON SYSTEM


The purpose of this project was to collect reliable year-round performance
data on the aerated lagoon system at Pawnee, Illinois.  The Pawnee data,
together with that collected on other aerated lagoons, will be used to deter-
mine if well-designed aerated lagoons can meet Secondary Treatment Standards
as defined under 40 CFR 133, and reported in 41 FR 30785 dated July 26, 1976.

Treatment Plant Loading

The Pawnee system, designed by George H. Knostman, Jr., Associates, con-
sulting engineers to the Village of Pawnee, was put into operation in 1978.
The system has a hydraulic design capacity of 1,890 m3/day (0.5 mgd) to
provide treatment of domestic wastes for a maximum population of 5,000.  The
BOD  design loading is 386 kg/day (850 Ib/day).  The 4.45 hectares (11 acres)
of surface area have a design loading of 86.5 kg BOD5/ha/day  (77 Ibs BOD5/
acre/day).  Design detention time is 60 days.

During the planning phase of the performance study, actual flow and loading
were estimated to be about one-half of design flow and loading, and deten-
tion time to be double.  Connected population was estimated at 2,250.

During the performance study, which started in March, 1976, the influent flow
averaged 787 m2/day  (0.208 mgd) or 41.2 percent of design capacity.  However,
BOD  loadings averaged 365 kg/day (804 Ib/day) and surface loadings averaged
83 ig BOD /ha/day  (74 Ib BOD /acre/day) or  98.8 and 96.1 percent of design.
Actual flow and loading for each month of the study is presented in Table  4.

The design called  for an influent BOD  concentration  of 200 mg/1.  Monthly
averages of the influent BOD   concentrations during the performance study
ranged from 233 to  799 mg/1.   The 12-month  average was 473 mg/1; soluble BOD5
averaged 103  mg/1.  Monthly averages of the influent  COD ranged from  367 to
1,920 mg/1.   The  12-month average was 1,026 mg/1, while soluble COD averaged
202 mg/1.  TSS in  the effluent  averaged 497 mg/1  and  the monthly averages
ranged between 178  and 768 mg/1.  VSS averaged 391 mg/1.

Detention time for  Lagoon  //I averaged 85  days; detention  time in  the  3-lagoon
system averaged 147  days,  compared with a design  detention time of 60  days.

There is no  industry in Pawnee; the  community  is  essentially  a residential
area with  little  commercial  development.  There is  therefore  no obvious


                                     17

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                         TABLE 4.   PAWNEE LOADING RATES


Design
Actual*
1976 - March
April
May
June
July
August
September
October
November
December
1977 - February
March
intluent Flow
mgd

0.5

0.264
0.207
0.227
0.212
0.204
0.210
0.199
0.203
0.182
0.202
0.153
0.231
BOD
Ib/day
850

511
475
886
827
765
1,049
955
1,348
828
929
507
565
BOD
Ib/acre/day
77

47
43
81
76
70
97
88
123
75
85
45
52
12 month average
0.208
                                                    804
*Based on average of daily flows for each month.

Note:  1 mdg = 3,785 m3/day
       1 Ib/acre/day = 1.121 kg/ha/day
                                                                    74
                                    18

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explanation for the above-average strength of the wastewater.

During the performance study, the Pawnee system was hydraulically underloaded.
However, average BOD  loading has almost reached design capacity, and in fact,
BOD  loading exceeded design capacity during 5 of the 12 months of the samp-
ling program.  Connected population is approximately 2,250; the population
equivalent, based on BOD,, loading, averaged 4,700 during the project period.

Treatment Efficiency

Secondary Treatment Standards, as defined under Public Law 92-500 (40 CFR -
133 and reported in 41 FR 30785, July 26, 1976) calls for 85% removal of both
BODr and suspended solids.  The Pawnee 3-lagoon system continuously exceeds
that performance requirement.  Treatment efficiencies, based on monthly
averages, are summartized in Table 5.  Removal rates were calculated by com-
paring pollutant concentrations in the influent with those in the final ef-
fluent for the same period of time.  It is important to note that no attempt
has been made to incorporate into the calculations Pawnee's theoretical 146-
day detention time or any other detention time.

Biochemical oxygen demand:  During the first eight months of the program, the
BOD  concentration in the influent steadily increased.  The average for March,
1976, was 233 mg/1;  peak loading occured in October, 1976, when BOD  averaged
799 mg/1.  During that same period, the BOD  in the final plant effluent varied
from 2 to 6 mg/1.  The 6 mg/1 average occurred in May, 1976, five months before
the influent reached its maximum strength.  During February, 1977, when the
strong influent, based on the 146 days detention, should have reached the
outfall, the effluent BOD  averaged 4 mg/1.

During the winter of 1976-77, Pawnee experienced excessively cold weather.
By January, 1977, the ice cover on the lagoon system precluded operation of
the sampling program.  Although sample housings were equipped with heaters,
feed lines from lagoons to samples could not be cleared of ice.  The ice
cover on the lagoons measured in excess of 559 mm (22 inches).  The air supply
to the ponds, however, continued to function at all times.  No sampling pro-
gram was conducted during January, but was resumed in February, as soon as
weather conditions returned to normal.  The effluent BOD  during the February
program (7 days) averaged 4 mg/1.  It rose to 10 mg/1 during March, 1977.
Although the final effluent BOD  increased during March, there was no evidence
that the lagoons had gone anaerobic during the freeze.

Soluble BOD  in the influent averaged 103 mg/1 for the year.  The soluble
BOD  was 39 mg/1 in the initial survey period in March, 1976, and rose stead-
ily to 143 mg/1 in September, then dropped off again to 126 mg/1 in December.
Soluble BOD  on resumption of sampling in February was 97 mg/1 and dropped to
83 mg/1 in March, 1977.  Effluent soluble BOD  averaged 2 mg/1 for the year
and ranged between 1 and 5 mg/1.  Removal efficiencies on a monthly basis
ranged between 94.0% and 99.3%, with an average of 97.8%.
                                                    (text continued on page 27)


                                     19

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                  TABLE  5.   PAWNEE  TREATMENT  EFFICIENCIES
                   Samples
                                      BOD.
                           BOD  ,  soluble

1976
March
April
May
June
July
August
September
October
November
December
1977
February
March
Analyzed

(7)
(27)**
(7)
(7)*
(19)**
(7)
(7)
(25)**
(6)**
(7)

(7)
(24)
Inf*

233
277
470
470
452
602
578
799
548
554

395
296
Eff*

3
3
6
3
3
2
2
2
2
3

4
10
% Removal

98.7
98.8
98.7
99.4
99.2
99.6
99.6
99.7
99.6
99.4

98.9
96.8
Inf*

39
58
75
88
130
136
143
127
129
126

97
83
Eff*

2
1
3
1
2
2
1
1
1
2

2
5
% Remov;

94.9
98.3
96.0
98.8
98.5
98.5
99.3
99.2
99.2
98.4

97.9
94.0
12-month average
473    4
99.0     103    2
97.8
                                                                    (continued)
 * In mg/1
** Effluent samples analyzed include 30 in April, 31 in July, 29 in October,
   and 7 in November.
                                      20

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                           TABLE 5.  (continued)
                  Samples
         COD
             COD, soluble

1976
March
April
May
June
July
August
September
October
November
December
1977
February
March
Analyzed

(7)
(27)
(7)
(7)**
(19)**
(7)
(7)
(25)**
(6)**




Inf*

367
440
753
1,147
1,208
1,920
1,207
1,572
1,156
1,115

779
649
Eff*

21
14
53
78
65
91
51
54
46
63

55
72
% Removal

94.3
97.3
92.9
93.2
94.6
95.3
95.8
96.6
96.0
94.3

90.5
88.9
Inf*

53
81
146
231
248
361
298
290
294
246

213
220
Eff*

15
11
50
58
52
57
41
44
42
58

49
55
% Removal

71.7
86.4
65.7
74.9
79.0
84.2
86.2
84.8
85.7
76.4

77.0
75.0
12-month average
1,026   55
94.1     202    45
77.7
                                                                    (continued)

 *In mg/1
**Effluent samples analyzed totaled 6 in June, 31 in July, 29 in October and
  7 in November.
                                      21

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                           TABLE 5.  (continued)
                  Samples    Total Suspended Solids  Volatile Suspended Solids

1976
March
April
May
June
July
August
September
October
November
December
1977
February
March
Analyzed

(7)
(27)**
(7)
(7)
(19)**
(7)
(7)
(25)**
(6)**
(7)

(7)
(24)
Inf*

178
236
370
544
768
758
529
678
560
543

387
417
Eff*

22
10
52
23
7
8
21
25
14
24

19
29
% Removal

87.6
95.6
85.9
95.8
99.1
98.9
96.0
96.3
97.5
95.6

95.1
93.2
Inf*

100
183
300
448
564
618
396
527
469
469

334
286
Eff*

7
4
15
9
4
4
11
14
6
13

10
15
%Removal

93.0
97.8
95.0
98.0
99.3
99.3
97.2
97.3
98.7
97.2

97.0
94.7
12-month average
497    21
94.7
391     9     97.7
                                                                    (continued)
 *In mg/1
**Effluent samples totaled 30 in April, 31 in July, 29 in October and 7
  in November.
                                      22

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                           TABLE 5.  (continued)
                  Samples
Phosphorus, total
            Nitrogen, total

1976
March
April
May
June
July
August
Septmeber
October
November
December
1977
February
March
Analyzed

(7)
(27)**
(7)
(7)
(19)**
(7)
(7)
(25)**
(6)**
(7)

(7)
(24)
Inf*

24
24
27
31
36
35
51
49
52
39

40
30
Eff*

6
2
3
4
10
10
13
12
16
19

31
31
% Removal

75.0
91.0
88.8
86.8
72.9
71.4
74.5
75.5
69.3
51.3

22.5
—
Inf*

25
29
47
49
53
38
64
80
74
53

56
48
Eff*

3
2
5
2
4
4
5
4
4
5

10
13
% Removal

88
92.3
89.4
95.5
92.0
89.2
92.2
95.5
94.3
90.6

82.8
73.5
12-month average
37    13
70.8
51    5
89.7
                                                                    (continued)

 *In mg/1
**Effluent samples analyzed totaled 30 in April, 31 in July, 29 in  October
  and 7 in November.
                                      23

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                           TABLE  5.   (continued)
1976
March
April
May
June
July
August
September
October
November
December
1977
February
March
Samples
Analyzed
(7)
(27)
(7)
(7)**
(19)**
(7)
(7)
(25)**
(6)**
(7)
(7)
(24)
Nitrogen,
Inf*
12
13
20
31
24
26
36
35
37
34
29
18
Eff*
1.4
0.2
0.4
0.7
0.6
0.5
0.5
0.4
0.5
0.5
4.2
5.5
NH,
% Removal
88.3
98.6
98.0
97.7
97.5
97.9
98.5
98.9
98.7
98.5
85.5
69.4
12-month average
26
1.3
93.9
                                                                    (continued)
 *In mg/1
**Effluent samples analyzed totaled 6 in June, 31 in July, 29 in October and
  7 in November
                                      24

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                          TABLE  5.   (continued)
                                                          Alkalinity**
r —
Samples Tested Inf*
1976
March
April
May
June
July
August
September
October
November
December
1977
February
March

—
—
(3)
(7)
(19)
(7)
(7)
(25)
(6)
(7)

(7)
(24)



7.4
6.8
6.9
7.0
7.0
7.1
7.4
7.2

7.4
7.4
Eff*



9.0
7.7
7.7
7.6
8.1
7.9
8.2
8.5

7.9
8.1
Samples Tested Inf*** Eff***

(7)
(27)
(7)
(7)
(19)
(7)
(7)
(25)
(6)
(7)

(7)
(24)

184
228
242
277
255
256
278
254
238
218

230
214

157
179
130
186
166
168
167
174
167
168

184
160
12-month average
7.1   7.9
                                                                 242
                                       167
  *In pH units
 **Reported (as Calcium Carbonate) to pH 4.5
***In mg/1
                                       25

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                     TABLE 6.  COD/BOD5 RATIOS
1976
March
April
May
June
July
August
September
October
November
December
1977
February
March
In The
Influent
1.58
1.59
1.60
2.44
2.67
3.19
2.09
1.97
2.11
2.01
1.97
2.19
In The
Effluent
7.00
4.00
8.83
26.00
21.67
45.50
25.50
27.00
23.00
21.00
13.75
7.20
12-month average
2.12
                                                             19.20
                                 26

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Chemical Oxygen Demand:  Influent COD averaged 1,026 mg/1  for the year.   COD
in the effluent was approximately twice the total BOD  value.  The  influent
COD values rose and fell as the total BOD  values did.  The effluent  COD
averaged 55 mg/1, ranging  from 12 to 91 mg/1.  Total COD removal averaged  94.1%
and varied between 88.9 and 97.3% on a monthly basis.

Soluble  COD had a pattern similar to soluble BOD .  The influent rose from
53 mg/1 in March, 1967, to 361 mg/1 in August, then declined to 220 mg/1  in
March, 1977.  Effluent COD averaged 45 mg/1, and ranged between 11  and 58  mg/1.
Soluble COD reductions averaged 77.7%.

The ratio of total COD to  total BOD  was made on the averages and these show
the influent ratio averages 2.12 and ranges between 1.58 and 3.19.  The three
highest averages occurred  in the warmest months of June, July, and  August.
The effluent total COD to  total BOD  ratio averaged 19.2 and ranged between
4.0 and 45.5.                      ^

The higher ratios, both influent and effluent, generally coincide with periods
of high BOD5 and COD, which may indicate that most but not all of the increased
concentrations were caused by nonbiodegradable components.

Suspended Solids:  Suspended solids in both the influent wastewater and the
final effluent were more variable than BOD .  During the project program,  in-
fluent suspended solids varied from 178 to"768 mg/1, and averaged 497 mg/1.
Suspended solids in the final effluent varied from 7 to 52 mg/1; the  12-month
average was 21 mg/1.  Removal rates, calculated by traditional methods, ranged
from 98.9 to 85.9%.  The average was 94.7%.  Suspended solids reductions aver-
aged 86% for Lagoon #1, and 94% for the 3-lagoon system.  Although  the average
for the overall system, including the time the sand filters were operational,
was calculated at 94.7% it must be noted that the suspended solids  content of
the final effluent often exceeded the concentration in the effluent from Lagoon
#3, and that deltas of sand were highly visible at the final outfall.  The
sand is presumed to have washed down from the sand filters.

The Pawnee sand filters had been reported to be ineffective by the  Village
authorities prior to the initiation of the project program.  The sand filters
were in operation during the first three months of the survey, during which
time the overall suspended solids removal averaged 89.7%.  May was  especially
bad in that the effluent suspended solids at 52 mg/1 average exceeded effluent
criteria.  In contrast, the effluent suspended solids out of Lagoon #3 averaged
22 mg/1, well below the 45 mg/1 criteria permitted under Federal Regulations.
The Village authorities had noted that suspended solids removal over the three-
pond system were sufficient to meet U.S.E.P.A. requirements, and they decided
to bypass the sand filters, which was done in May.  Suspended solids removal
for the next nine months of the survey averaged 96.3% while effluent suspended
solids values averaged 19 mg/1 and ranged between 7  and 29 mg/1;  a very satis-
factory performance.

Volatile suspended solids  in the influent averaged 391 mg/1 for the survey
period, while the treatment plant effluent VSS averaged 9.3 mg/1.   Influent
VSS concentrations were quite variable but in general,  the highest concentrations


                                       27

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 entering the treatment plant coincided with the warmest momths.   The highest
 influent VSS concentration found was 2,032 mg/1 on October 13th.  VSS in Lagoon
 #1 effluent averaged 24 mg/1 indicating VSS reduction across Lagoon #1 at 93.9%.
 The VSS continued to decrease as it traversed the subsequent lagoons and aver-
 age VSS concentrations out of Lagoon #2 ran 20 mg/1 while Lagoon #3 averaged
 14.5 mg/1.   The overall VSS reduction averaged 97.7% for the treatment plant
 as a whole.

 Phosphorus:  Total phosphorus as phosphate in the influent raw sewage ranged
 from a low  of 24 mg/1 during the first months of the project program to a peak
 of 52 mg/1  during November, 1976.   Concentrations in the final effluent ranged
 from 2 to 31 mg/1.   Removal rates,  calculated according to conventional meth-
 ods,  i.e.,  phosphates in raw water  minus  phosphates in final effluent divided
 by phosphates in the raw water,  on  a daily basis, showed an almost continuous
 decrease over the project period.   The removal rate during the first month
 (March,  1976)  was 75%.   It peaked at 91%  during April,  1976,  and then deter-
 iorated  steadily until March,  1977,  when  total phosphate in the  final effluent
 (31 mg/1) exceeded  that in the raw  water  (30  mg/1).

 Nitrogen;   The concentration of  total Kjeldahl nitrogen in both  raw wastewater
 and final effluent  generally followed the same pattern  as  that of  the BOD
 Concentration of the final effluent  was consistent,  ranging from 2 to 5 mg/1
 until February and  March,  1977,  when it jumped to 10 and 13 mg/1,  respectively.
 Calculated  removal  rates  started at  88% in March,  1976,  peaked at  95.5% in June
 and October,  and dropped  to 73.5% by March, 1977.

 Ammonia  nitrogen concentrations  during the first  project month averaged 12 mg/1
 in  raw sewage  and 1.3  mg/1 in  the final effluent.   Influent concentrations
 peaked at 37  mg/1 during  November, while  effluent  concentrations  from April
 through  December ranged from 0.2 to  0.7 mg/1.   Although  influent  ammonia
 nitrogen decreased  steadily from the  November  peak  of 37 mg/1  to the  March
 average  of  18  mg/1,  concentrations in  the  final effluent during February and
 March  jumped  to  4.2  and 5.5  mg/1, respectively.   Removal rates over  the  study
 period varied  from  98.9%  during  October to  69.4%  during March, 1977.

 pH  and Alkalinity:   The influent PH  averaged 7.1 pH  units  for  the  survey and
 ranged between 6.5  and  7.9.  The pH value  rose  as the wastewater passed  through
 the lagoon  system.   The effluent out  of Lagoon  #1 averaged  7.6 pH  units  with a
 range  of 6.7 to  8.7, while  Lagoon #2's effluent pH averaged 8.0 with  a range
 of  6.8 to 9.1.   Lagoon  #3's  effluent  averaged  8.2 and ranged between  7.4  and
 9.4.  A  reduction in pH occurred in the chlorine contact chamber (average  pH
 8.0) and the final effluent  (pH of 8.1); this  is attributed to the effects  of
 chlorine addition.  The final effluent pH ranged between 6.8 and 9.1, the
higher pH value being above  Illinois' maximum  limit of 9.0.  This pH value
 (greater than 9.0) was reached on one day out  of the 130 days sampled and
tested for pH in the effluent.

The alkalinity in the influent to the wastewater treatment plant averaged
242 mg/1 (as calcium carbonate) to pH 4.5.  Influent alkalinity was in the
180 to 225 mg/1 range in the spring of 1976, then increased to between 242
and 287 mg/1 in the summer months,  before dropping down to between 214 and


                                     28

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238 mg/1 in the fall and winter months.   The effluents from the lagoons aver-
aged 167 mg/1 alkalinity from Lagoon #1, 157 mg/1 from Lagoon #2 and 166 mg/1
alkalinity from Lagoon #3.  The lagoons  exerted a leveling effect on the alka-
linity.  The influent range over the year was between 184 and 278 mg/1, while
the lagoon alkalinities, which were quite similar, only ranged between 123
and 181 mg/1.  The plant effluent averaged 167 mg/1, and ranged between 130
and 186 mg/1.

The pH of the wastewater increased as the wastewater traversed the lagoon system.
Conversely, the alkalinity of the wastewater decreased as it made the same
passage across the lagoons.  The two effects, apparently diametrically opposite
to one another, are the result of the biological oxidation mechanism taking
place in the lagoon.  pH is a measure of the intensity of the alkaline materials
in the wastewater, while alkalinity is a measure of the total amount of the
alkaline materials present.  The principal alkaline materials in the wastewater
are phosphate, ammonia nitrogen, bicarbonate, carbonate and hydroxyl ion.  The
biological species in the ponds consume phosphates, ammonia nitrogen and carbon
dioxide from the wastewater which in turn increases the pH of the wastewater.
The wastewater effluent from the plant experienced a slight pH decline due to
the addition of chlorine.  The decrease in alkalinity is attributed to the
reduction in the alkaline ammonia and the reduction of phosphates which con-
tribute a buffering action to the wastewater.  These two effects more than off-
set the reduction in carbon dioxide across the lagoons.

Dissolved Oxygen:  Influent DO (see detailed data in Appendix) was negligible
during the warmer months, but increased during the colder periods.  During
the first eight months of the program, the average DO readings for each lagoon
showed an increase as the flow progressed through the system.  Average DO in
Lagoon #1 was 2.4 mg/1; it was 3.01 for Lagoon #2, and 3.06 for Lagoon #3.
DO averaged  3.6 mg/1 in both the flows from the sand filters and the final
effluent.

The dissolved oxygen probe became inoperative early in the November seven-day
sampling period.  The probe could not be recalibrated, and a replacement was
ordered.  The new probe was used during the December, February and March
sampling periods.  DO reading during this period were significantly higher
than those previously registered.  Some of the readings exceeded the solu-
bility of oxygen in water at the prevailing water temperature, when it was in
the 1  to 7°C range.  The local plant operator verified the probe readings,
however, by  analyzing selected samples by titration method  (Standard Methods).
Titration tests indicated the probe was functioning properly.  The winter was
extremely severe.  Icing problems began to develop during December, in January
the ice cover on all three lagoons exceeded 20 inches.  Aeration continued
under  the ice cover.  It may be that the combination of extremely low tempera-
tures  and the substantial ice cover accounted for the high DO readings during
the last three months of the program.  The DO readings were highest during
February, when the ice cover was breaking up, and had dropped during March
when weather conditions were more nearly normal.
                                     29

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Algae:  The algae count  (see detailed data in Appendix)  for the  lagoons  in  the
cold weather months was  low, but increased dramatically  with the onset of
warmer conditions.  Lagoon //I algae count in colder weather was  300 per  100
ml and increased to 1,000,000 per 100 ml to 400,000,000  per 100 ml during the
warmer periods.  In the  same manner, Lagoon #2 algae count ranged from 100

the" So't   00   '°°? '^ ^ ^ ^ ^ ^  Lag°°n #3 al^e -undent from
the 400 to 600 per ml range to the 800,000 to 6,000,000 per ml range.  The

™^Jhenh ,   6 T^ WaS USUally 10Wer; 1GSS than 10 Per 10° ml during cold
months but greatly increased; up to 15,000,000 per ml in May; during warm
weather periods, and dropped down to below 500 per ml in June.   Algae play
allafwill A ^     PaWne! T^^ treatment system.   It is postulated that
       will A                                           .
 H     • H   ?    uy "T °f the °rganic loadlng on the  laS°on ^em.  The above
 data  indicate  that the ponds will grow algae; and that the algae count appears
 in balance, i.e., algae lost in the effluent, consumed by higher life forms
 or lost through death will be made up by growth.  It is also^oted that algae
 erfluent       ^ * S±gnif icant amount of suspended solids to the final plant


 41CFR SyffTi   9^ ?07^ regulations for secondary treatment (40 CFR 133;
 41 FR 30785, July 26, 1976)  do not use fecal coliforms as a criterion of per-
 formance   The Pawnee wastewater treatment plant operates to meet effluent
 criteria for fecal coliforms promulgated by the State of Illinois.   This
 criterion calls for a maximum of 400 fecal coliforms per 100 ml in the plant
 effluent.   The reduction of  fecal coliform across the three-cell lagoon system
 was effective in  that for most of the year,  fecal coliforms discharged from
 the lagoon system was well below 400 per 100 ml;  the geometric  average for
 fecal coliforms for the lagoon effluent averaged 33  per 100 ml  for  the year.
 The lagoon system effluent is chlorinated as it  leaves the sand filters by
 dripping a 12^ hypochlorite  solution into the flowing stream as it  passes
 through  a  manhole.   Chlorine  addition is  metered  to  add 4  mg active  chlorine
 tr             ,-   «       u                    the  manhole.   The final wastewater
 forms  Jer  wTnl              *  Seometri^ Average  for  the year of  21 fecal coll-


 However, in  July,  destruction of  these  organisms  was  especially poor;  on  12
 of  the 28  days fecal  coliforms  in the effluent were in  excess of  400 cells
 per 100 ml,  the Illinois  standard for permissible bacterial discharge.  The
 situation  improved in succeeding  months,  August having  only two days above
 400 and October only  one.  The  high July  values are probably  a result  of
 chlorine feed problems.   Fecal  coliform count in  the  effluent  from  Lagoon #3
 were somewhat less than the final  effluent, as only six days were above 400
 from the lagoons in July  and  four  days were above 400 during  the  subsequent
 measuring  periods.  The higher  bacterial  count may be attributable  to warm
weather during the summer, which  is conducive to bacterial growth,  especially
 in  the  underdrains from the facilities, which act as  incubators.
^On«°nni ^T t "^ (See detailed data in Appendix) averaged 787 m3/
day (208,000 gpd) during the project.  Maximum daily flow was 1,379 m3 (369 000
gallons) in March 1976; minimum daily flow was 462 m3 (122,000 gallons) in '
,^Ua™ 19?!'   The maximum instantaneous flow recorded was 2,498 m3/day
(660,000 gpd) on March 18, 1977, a rainy day.  The lowest instantaneous flow
                                     30

-------
recorded was 378.5 m3/day (100,000 gallons per day) on February 18, 1977.

The effluent flows indicated in Appendix B are definitely suspect.  The ori-
ginal program design called for construction of a weir box at the final dis-
charge to Horse Creek.  Construction was completed, but was unsatisfactory.
A weir box was subsequently constructed at the overflow pipe from Lagoon #3.
Flow measurements during the early project period were affected by a severe
leakage from Lagoon #1 through muskrat holes.  The berm was repaired over the
summer months.  However, beginning in July, flows from Lagoon #3 were measured
as a constant value, although the true flows obviously varied significantly.
This indicated a leak or error in the measurement device, so these data are
not valid.  Efforts to repair the measurement device were unsuccessful.

Nitrites and Nitrates

For information purposes, nitrites and nitrates were analyzed in  the effluent
from Lagoon #3.  Nitrites are usually an oxidation product of ammonia, while
nitrates are the end product of the aerobic decomposition of nitrogenous matter.

The nitrites leaving in Lagoon #3 effluent averaged 0.177 mg/1 for the year.
The maximum nitrites were 1.3 mg/1 detected in July 1976, though  the major
portion of the nitrites  (some 64%) were less than  0.1 mg/1.  The  average
nitrite concentrations in April, May and June 1976 were below 0.05 mg/1, but
this jumped abruptly to 0.52 mg/1 in July.  As noted above, the highest nit-
rite analyses occurred in July.  The nitrites declined again to 0.035, 0.021
and 0.046 mg/1 respectively in August,  September and October, then jumped
again  to the 0.4 mg/1 range in October  and November.  December's  nitrite
value  averaged 0.12 mg/1.  Following the ice break-up and resumption of  flows
out of Lagoon #3, nitrites in February  averaged 0.04 mg/1 but rose to  0.20  mg/1
in March.   The nitrite variations do not seem to be a function of temperature
in that both  low  and high nitrite values occurred  during cool and warm months.

Nitrates  in Lagoon  #3 effluent averaged 0.87 mg/1  for the year.   Nitrates  ap-
pear  to follow a  temperature trend,  in  that  the initial nitrate  concentrations
in April  1976 averaged  1.5 mg/1,  and this  then dropped  fairly steadily to  the
September value of  0.15  mg/1.  The  onset  of  cooler weather  saw the nitrates
rise  again  to approximately the  1.0 mg/1  range.

For  comparative purposes,  ammonia nitrogen in Lagoon  #3  effluent  waters  are
also  discussed.   The  ammonia nitrogen  averaged 1.4 mg/1.   The  ammonia  nitrogen
averaged  0.9  mg/1 in  April, declined  in May  to 0.4 mg/1, then  rose to  0.7  mg/1
in July,  then steadily  declined  to  the  0.4 mg/1 range  in October  and November.
The  ammonia nitrogen  then  rose to 0.5 mg/1 at  the  end  of the year.  Ammonia
nitrogen  levels  in  the  effluent  averaged  4.4 following  resumption of  flows
out  of the  pond  in  February of 1977,  and  jumped  to an  average  6.1 mg/1 in
March.  The above nitrogen reductions  in  the summer  coincided with the highest
algae growth,  and indicate the usage  of ammonia  as a  foodstuff by the  biologi-
cal  species in  the  lagoon.  Conversely, during the colder  winter months, there
were  almost no  algae,  in the lagoons  and ammonia  consumption was  apparently limited,
                                      31

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                         TABLE 7.  POND  III  EFFLUENTS




                        (average concentrations  in mg/1)
lear/nontn
1976
March
April
May
June
July
August
September
October
November
December
1977
January
February
March
Nitr
No. of
Samples
(24)
(7)
(7)
(31)
(7)
(7)
(29)
(7)
(7)

(7)
(24)
ites
Avg.
Cone .

0.049
0.020
0.021
0.552
0.035
0.021
0.046
0.378
0.121

0.039
0.157
Nitrates
No. of Avg.
Samples Cone.

(25) 1.5
(7) 1.0
(7) 0.8
(31) 0.9
(7) 0.27
(7) 0.15
(29) 0.23
(7) 0.95
(7) 0,90

(7) 0.97
(24) 1.18
Ammonia
No. of
Samples

(25)
(7)
(7)
(31)
(7)
(7)
(29)
(7)
(7)

(7)
f?.M
Nitrogen
Avg.
Cone.

0.90
0.40
0.60
0.73
0.57
0.48
0.39
0.38
0.49

4.4
fi 1
Annual Average
(157)      0.177     (158)     0.87
(158)      1.4
                                     32

-------
Operational Problems

A severe drought condition over Central Illinois coincided with the summer
testing period.  The Pawnee lagoons were the principal open bodies of water
in the area which attracted a number of wild animals to the ponds.  Muskrats
were especially attracted to the lagoons.  The muskrats burrowed into the lagoon
berms causing innumerable leaks and also destroyed polyethylene tubing used
as feed lines from the lagoons to the samplers.  Frequent replacement of the
sampler tubing was necessary.  The muskrats also chewed sections of the aera-
tion tubing laid on the lagoon floor.  This problem was observed as deviations
in the air bubbling pattern on the lagoon surface.  Repairs to the aeration
tubing are difficult once it is in place.  The aeration tubing repairs can be
effected either by emptying the lagoon or utilizing a diver to replace the dama-
ged tubing.  The tubing was not replaced during the survey, but provisions to
utilize a local diver were being made.

The sand filters installed at the Pawnee wastewater treatment plant did not
give satisfactory service.  The sand filters were subject to frequent block-
age problems that required substantial maintenance to rectify.  In addition,
the local operating people and the Village consulting engineer felt the filters
did not reduce suspended solids efficiently.   This condition existed prior to
the current survey, and the continuous effort  required to keep the filters op-
erating was not felt to be worthwhile by the Village authorities, who ordered
the filters bypassed in mid-June.

The winter during the survey period was  one of the coldest  on record.  In  late
December,  the  lagoons froze over and ice cover continued until a  thaw developed
in mid-February.  The ice  cover was  as much as 20 inches thick.   The aeration
system continued to operate during this  period.   The principal effect was  a
cessation  of overflow from Lagoon #3.  Desk calculations indicate the weight
of wastewater  in the influent was equal  to  the weight of the ice  cover on  the
lagoons.   Thus no water loss took place.  Resumption of  overflow  in mid-February
showed a slight increase  in total BOD  and  suspended solids when  compared  to
the  influent values, and  a slight reduction of wastewater  treatment plant  ef-
ficiency can be expected  during  the  abnormally cold winter months.
                                       33

-------
                                 SECTION VII
              AVERAGE WASTEWATER TREATMENT AND PLANT REMOVALS


 A complete and accurate evaluation of  the Pawnee Wastewater Treatment Plant
 would have to take into account the time for  a given volume of  water to  pass
 through the system.   This  time,  the flow-through time,  is  somewhat  less  than
 the detention time (volume divided  by  influent rate)  because of short cir-
 cuiting caused by  convection  currents,  wind action,  wave action,  etc.  Thus
 if one wishes to calculate how the  ponds removed BOD5  (for example)  from a
 given volume of water,  the BOD5  of  this water volume would be analyzed and
 evaluated  on the water  volume as it actually  flowed  out of each pond,  the
 filters, the chlorine contact chamber,  or  the total plant.   The flow-through
 time for the Pawnee  plant  is  not known  and its determination by any  accept-
 able tracer techniques  would  be  extremely difficult because  of  the aeration
 system as  used  at  Pawnee.   The Pawnee aeration mechanism not  only aerates
 the  water,  but  imparts  a circulation pattern  to  the water  centered around
 each aeration tube.  The aeration scheme  is designed to segregate the  water
 into  cells   and the water  is ostensibly passed  from cell  to  cell.   Needless
 to say, the  acutal detention  time of a  volume  of water in  this  type  of
 system is  difficult  to  envision  or  to determine.

An alternate  approach was made to evaluate the Pawnee treatment plant.  This
approach compared average characteristics for  the various  sample volumes
taken.  In a  short-range test, this method is  patently invalid,  but over  a
time period of one year, the average concentration of the various character-
istics  tends  to even out and approach a true average value, which is suitable
for  the purposes on hand.

The average wastewater characteristics for the ponds are tabulated in Table
7.  This chart almost graphically shows the reduction of the waste charac-
teristics across each unit  of the wastewater treatment system.  The major
reduction occurs in Lagoon  #1, which has the greatest detention  time and
air capacity.  The  treatment plant's impact on the measured wastewater
characteristics is  discussed in detail below:

     1.  The influent total BOD5 average of 473 mg/1 is considerably above
         customary  200 mg/1 value quoted for  normal wastewater.   Pawnee is
         a  non-industrial agricultural community and this BOD5 value is
         somewhat of  a suprise.   The reasons  for this high  value were not
         investigated.   The overall total BOD5 reduction was 99%, with 96%
         of this reduction  taking place  in Lagoon #1.   Lagoon #3 effluent
         total BOD5 at 14.5 mg/1 was higher than the total  BOD  in the
                                    34

-------
    effluent from Lagoon #2.   This increase could be just a quirk in the
    numbers, or it could reflect the organisms in Lagoon #3.   Lagoon #3
    has a substantial bream population.   Effluent total BOD  at 4 mg/1
    meets the 10 mg/1 BOD  value required by the State of Illinois for
    effluents discharging to streams with less than 5 to 1 dilution ratio.

2.  Soluble BOD  was 103 mg/1 in the influent.  The overall reduction of
    soluble BOD;? was 98% with 91% occurring in the first lagoon.

3.  Total COD reduction in the system was 94.5%, with 90.5% taking place
    in the first lagoon.  The influent COD at 1,026 is slightly more than
    twice the total BOD  value, and is not abnormal in that respect.
    There was only a slight reduction of total COD in Lagoon #3, which
    could reflect the higher total BOD  experienced in this lagoon.  There
    was a significant reduction in COD across the filters.

4.  The soluble COD of the plant influent was 202 mg/1.  Reduction was
    78% with 67% taking place in the first lagoon.  The influent soluble
    COD was twice the influent soluble BOD .  Subsequent analyses show
    soluble COD values ranged from 7 to 22 times the corresponding
    soluble BOD,..  This would imply a non-organic material that gave a
    COD value; in all probability that material is salt.  There is no
    mechanism known that would release salt in the lagoons.  Salt, of
    course, does not have a true COD of itself, but it interferes with
    tht analytical method to appear as COD.

5.  The total suspended solids was reduced from 497 mg/1 to 22 mg/1 with
    Lagoon //I reducing the TSS 91.5% of the overall 94.7% reduction ob-
    tained.  The final TSS value of 21 mg/1 was higher than the 12 mg/1
    TSS value allowed by the State of Illinois for effluents discharging
    to streams with less than a 5 to 1 dilution ratio.  Part of this
    high value is due to non-operation of the filters  for most of the
    time the survey was in effect.  The filters were bypassed for nine
    of the twelve months the survey took place.  Lagoon #2 had more TSS
    in its effluent than its influent.  Whether this is due to analytic
    errors or lagoon operation is not known.

6.  Influent volatile suspended solids were 391 mg/1 which is consider-
    ably above 200 mg/1 VSS expected in raw sewage.  No reason is known
    for this high value.  Ninety-eight percent of the  influent VSS was
    removed in Lagoon #1.

7.  The total phosphate reduction was 70.8% with the three lagoons removing
    57%.  The slight reduction in phosphate between Lagoon #3 and the
    effluent is attributed to filter action and solids separation in
    the effluent lines.

8.  Total Kjeldahl nitrogen averaged 51 mg/1  in the influent.  The plant
    removed 46 mg/1 or  90% with 88% of the reduction taking place in
    the lagoons.
                                   35

-------
      9.   Ammonia nitrogen reduction averaged 93.9%,  with the lagoons removing
          94.5% of the total.   The  final ammonia nitrogen value was 1.3 me/1
          which is deemed excellent.

     10.   Fecal coliform out of Lagoon  #3 averaged  33 per 100 ml while the
          final effluent averaged 21 fecal coliform per  100  ml.  Both these
          values are below the  Illinois effluent standard of 200 fecal coliform
          per  100 ml.   The fecal coliform analysis  in the chlorine  contact
          chamber was  lower than either the Lagoon  #3 effluent or plant ef-
          fluent.   This  could reflect the chlorination effects though the  final
          effluent  could be affected by the long underground line between  the
          chlorine  contact chamber  and  the final effluent point.

     11.   Algae  experienced a healthy growth in  the lagoons  during  the warmer
          weather.  Algae  contribute to the lagoon's  waste treatment  mechanism
          and  the presence of algae is  a sign  that the lagoons are  actively
          reducing wastes  in the water.   The reduction of algae  between Lagoon
          #3 and  the effluent is attributed  to algae  settling  out in  the under
          drain  lines.

In summary, we note that  (1) the major  reduction of wastewater  characteristics
took place in Lagoon #1.   Lagoons #2 and  #3 contributed  a polishing  action
of the wastewater that  reduced  the wastewater characteristics to levels that
met Illinois effluent criteria, (2) the  filters were  operated during  the  first
three months of the survey only, (3) chlorine addition appeared superfluous
for the most part in that  the unchlorinated wastewater from Lagoon #3 was
meeting State effluent standards as to bacteria.  This of course is not true
during the warmer summer period and chlorine addition is needed at those  times
                                      36

-------
u>
                             TABLE  7.   AVERAGE WASTEWATER CHARACTERISTICS ACROSS LAGOON SYSTEM
                                              MARCH 1976 THROUGH MARCH 1977
                                                                                  *Effluent from filters
Characteristic
BOD
S-BOD
COD
S-COD
TSS
VSS
PO ~3, total
N, total
N-NH
N°2~
NO ~
Alkalinity
Fecal Coliform
Algae
Units
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
Cells
100 CC
Cells
100 CC
Influent
473
103
1,026
202
497
391
37
51
26
—
—
242
—
—
Lagoon #1
Effluent
18
9
96
67
42
24
	
	
	
	
	
167
	
1,200,000
Lagoon #2
Effluent
10
5
77
57
44
20
	
	
	
	
	
157
	
690,000
Lagoon #3
Effluent
14.5
3
72
56
29
15
16
6.4
1.4
0.13
0.80
161
33
580,000
Chlorine*
Contact
Chamber
10
—
54
—
29
10
—
—
—
—
—
—
13
—
Effluent
4
2
55
45
21
9
13
5
1.3
—
—
167
21
46,000

-------
                                APPENDIX A


                            SAMPLING EQUIPMENT


Quantity                         	Type	

   6                             Scout II Automatic Samplers.

   6                             Auxiliary sample refrigerators,  collected
                                 samples to be composited in a wide mouth
                                 container.

   6                             Weatherproof housings to enclose sampler
                                 refrigerator and open flow channel re-
                                 corder where specified.   Each housing
                                 will include a thermostatically  controlled
                                 heater for winter operation,  and a ther-
                                 mostatically controlled  exhaust  blower
                                 to minimize internal temperature during
                                 the summer,

   1                             Model J-R open channel Flow Recorder.

   1                             Proportional Interconnect Assembly to
                                 connect Model J-R open channel Flow
                                 Recorder witn Scout II Automatic Sampler.

   1                             Skid Float for measuring liquid  level in
                                 Palmer Bowlus flume.

   1                             12" insert-type Palmer Bowlus measuring
                                 flume suitable for grouting in place in
                                 the invert of the 12" half pipe  in influ-
                                 ent manhole.

   1                             Dissolved oxygen probe and meter.

   1                             pH meter.
                                     38

-------
APPENDIX B:  DAILY DATA SHEETS
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH0

N, NO,,
N, NO ^
FecalJColiform
Cells/100 ml
Algae, No./lOO cc
3/a3>/-)t>
Sor\AV
1
NvjO
8-10


Inf
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  *In mg/1 unless otherwise specified.
1 mph = 1.609 km/hr
1 mgd = 3785 m /d

-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS^ Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N/* M3

N, NO,,
N, NO"
Fecal Coliform
Cells/100 ml
Algae, No./lOO cc
3/ar/ik
-RfMO
°t
SSL^>
o-sr


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  *In mg/1 unless otherwise specified.
1 mph = 1.609 kg/hr
1 mgd = 3785 mJ/d

-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Sjpeed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.QC
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH
3
N, NO,
N, NO Jj
Fecal^Coliform
Cells/100 ml
Algae, No./lOO cc
B/sri/Tio
ft.*xri
U
—
—


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X
X
_
•x
<
•x

—
  *In mg/1 unless otherwise specified,
1 mph = 1.609 kg/hr
1 mgd = 3785 m /d

-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH3

N, NO,,
N, NO"
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Cells/100 ml
Algae, No./lOO cc
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-------
       APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power., kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NIU

N, N0_
N, NO ^
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr
Parameters*
Flow, mgd
pH, Units
Temp.oc
DO
Alkalinity
SS, Total
SS. Volatile
BOD, Total
BOD, Soluble
CODL Total
COD, Soluble
P, Total
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N, N00
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                                         1 mph =  1.609 kg/hr      1 mgd  =  3785 m3/d

-------
      APPENIDX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH
3
N, NO,,
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mph _ Ie609 kg/hr
                                                                          l mgd = 3785 m/d

-------
APPENDIX B (Continued)
*In mg/1 unless otherwise specified.     x mph = 1>6Q9 kg/hr
Date
Weather
Air Temp.oc
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr
Parameters*
Flow, mgd
pH, Units
Temp.oc
DO
Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble
COD, Total
COD, Soluble
P, Total
N. Total
N. NH
	 3— 	
1L N00
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total •
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH,

N, NO,,
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-------
       APPENDIX B (Continued)
Date
Weather
Air Temp.oc
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr
Parameters*
Flow, mgd
PH, Units
Temp.°C
DO
Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD. Soluble
COD, Total
COD, Soluble
P, Total
N. Total
N. NH3
N, NO,
N, NO"
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C 	
Wind Direction
Wind Speed, mph 	
Elect. Power, kw/hr

Parameters*
Flow, mgd 	
pH. Units 	
Temp.°C 	
DO

Alkalinity 	
SS. Total 	
SS. Volatile 	
BOD. Total 	
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COD. Total 	
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P. Total 	
N. Total

3
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS , Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH

N, N00
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
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N, NO,
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-------
       APPENDIX B  (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO 1

Alkalinity
SS , Total
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-------
      APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SS_, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
CODj Soluble
P, Total
N. Total
N, NH3

N, NO,,
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Cells/100 ml
Algae, No./ 100 cc
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        *In mg/1 unless otherwise specified.
mph = 1>609 kg/hr
                                                                         l  mgd  = 3785
-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH3

N, NO,,
N, NO"
Fecal Coliform
Cells/100 ml
Algae, No./lOO cc
c
X
X
X
ao
/to
3
5,5?
0.31

x
K
x.
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X
X
X
—
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SS, Total
SS, Volatile
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COD, Total
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P, Total
N. Total
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N, N00
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO '

Alkalinity
SS , Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH'3

N, NO,,
N, Nof
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH3

N, NO,,
N, NO"
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Algae, No./lOCT cc
v/afc/16
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-------
      APPENDIX B  (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH3

N, N0n
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speedy mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
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P_L Total
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N, NO,,
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-------
APPENDIX B (Continued)
Date '
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO '

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH3

N, NO,,
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.oc
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH,,
3
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-------
      APPENDIX B  (Continued)
      Date
      Weather
      Air Temp.oc
      Wind Direction
      Wind Speed, mph
      Elect. Power, kw/hr
      Parameters*
      Flow, mgd
      pH. Unit
      Temp.oc
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      Alkalinity
^     SS. Total
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1 mgd = 3785 m /d
-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH0

N, N0«
N, NO"
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Cells/100 ml
Algae, No. /IOC cc
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-------
 APPENDIX B (Continued)
Fecal Coliform
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Algae, No./lOO  cc
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-KMultiply by 106
                                          1 mph = 1.609 kg/hr     1 mgd =  3785 m3/d
-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS , Total
SS, Volatile
BOD, Total
BOD, Soluble

COD^Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD,_Total
COD, Soluble
P, Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SSj Total
SS, Volatile
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COD, Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
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COD, Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
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COD, Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr
Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SS , Total
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COD, Total
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P, Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
PH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
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P, Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH3

N, NO,,
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-------
APPENDIX B (Continued)
Date
Weather
Air Tetnp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
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COD, Total
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3
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr
Parameters*
Flow, mgd
pH, Units
Temp.°C
DO
Alkalinity
SS, Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.QC
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
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COD, Total
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-------
      APPENDIX B  (Continued)
00
        *In mg/1 unless otherwise specified.
       •^Multiply by  106
Date
Weather
Air Temp.oc
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr
Parameters*
Flow, mgd
pH, Units
Temp.oc
DO
Alkalinity
SS, Total
SS, Volatile
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P, Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd 	
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
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-------
       APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS , Total
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-------
      APPENDIX  B  (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SS, Total
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       APPENDIX B (Continued)
00
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr
Parameters*
Flow, mgd
pH, Units
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DO
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-------
       APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
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-------
       APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
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       APPENDIX B (Continued)
Date
Weather
Air Temp.°c
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

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Flow, mgd
PH, Units
Temp.°C
DO

Alkalinity
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed_, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
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-------
      APPENDIX B  (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Sjpeed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
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Temp.°C
DO

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-------
      APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Sjaeed, rnph
Elect. Power, kw/hr

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-------
      APPENDIX  B  (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
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1 mph = 1.609 kg/hr
1 mgd = 3785 m/d
-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
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APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
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DO

Alkalinity
SS, Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO
Alkalinity
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr
Parameters*
Flow, mgd
pH, Units
Temp.oc
DO
Alkalinity
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-------
      APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
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-------
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
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       APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°c
DO "I

Alkalinity
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
PH, Units
Temp.°C
DO

Alkalinity
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-------
      APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SS, Total
SS, Volatile
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-------
       APPENDIX B  (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SS, Total
SS, Volatile
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COD, Total
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       APPENDIX B (Continued)
Date
Weather
Air Temp.oc
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pHA Units
Temp.oc
DO

Alkalinity
SS, Total
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-------
       APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°c
DO

Alkalinity
SS, Total
SS, Volatile
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BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Tonal
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N, NO,
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SS, Total
SS, Volatile
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BOD, Soluble

COD, Total
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N, NO*
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-------
       APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO "~i

Alkalinity
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS , Total
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-------
      APPENDIX B  (Continued)
Date
Weather
Air Temp.oc
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SS, Total
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COD, Total
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-------
      APPENDIX B  (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS , Total
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COD, Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
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*In mg/1 unless otherwise specified. 1 mph = 1.609 kg/hr 1 mgd = 3785 m /d
-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Sj>eed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
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COD, Total
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P, Total
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J
N, N00
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SS, Total
SS, Volatile
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BOD, Soluble

COD, Total
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed,_mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH
3
N, N00
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.oc
Wind Direction
Wind Sj>eed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.oc
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr
Parameters*
Flow, mgd
pH, Units
Temp.oc
DO
Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble
COD, Total
COD, Soluble
P, Total
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                                          1 mph = 1.609 kg/hr     1 mgd = 3785 m3/d
-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Tetnp.°C
DO

Alkalinity
SS, Total
SS, Volatile
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BOD, Soluble

COD, Total
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N, N00
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd "1
pH, Units
Temp.oc
DO 1

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
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N, NO,,
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
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N, NO'
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-------
      APPENDIX B  (Continued)
Date
Weather
Air Temp.°c
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
j?HA Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
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P, Total
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j
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
SS, Volatile
BOD, Total
BOD, Soluble

COD, Total
COD, Soluble
P, Total
N. Total
N, NH
j
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1 mph = 1.609 kg/hr
1 mgd = 3785
m3/d
-------
       APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
PH, Units
Temp.oc
DO

Alkalinity
SS , Total
SS, Volatile
BODj Total
BOD, Soluble

COD, Total
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APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
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Flow, mgd
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
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APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
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Flow, mgd
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APPENDIX B (Continued)
Date '
Weather
Air Temp.°C
Wind Direction
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Flow, mgd
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-------
       APPENDIX B  (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
PH, Units
Temp.°C
DO

Alkalinity
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APPENDIX B (Contimi3d)
Date
Weather
Air Temp.°C
Wind Direction
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DO

Alkalinity
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-------
       APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
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DO

Alkalinity
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-------
       APPENDIX B  (Continued)
Date '
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
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Parameters*
Flow, mgd •••••".
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
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BOD, Total
BOD, Soluble

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-------
      APPENDIX  B  (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

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Flow, mgd
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DO

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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Sjseed, mph
Elect. Power, kw/hr

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Flow, mgd
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-------
       APPENDIX B  (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

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Flow, mgd
pH, Units
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DO

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-------
      APPENDIX B  (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

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Flow, mgd
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        APPENDIX B  (Continued)
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
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APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
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Flow, mgd
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Temp.°C
DO

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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.°C
DO

Alkalinity
SS, Total
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-------
       APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
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-------
APPENDIX B (Continued)
Date
Weather
Air Temp.°C
Wind Direction
Wind Speed, mph
Elect. Power, kw/hr

Parameters*
Flow, mgd
pH, Units
Temp.QC
DO

Alkalinity
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-------
                                   TECHNICAL REPORT DATA
                            (Please read Instructions on the reverse before completing)
1. REPORT NO.
 EPA-600/2-79-043
4. TITLE ANDSUBTITLE
 PERFORMANCE  EVALUATION OF THE EXISTING  THREE-LAGOON
 WASTEWATER TREATMENT PLANT AT PAWNEE, ILLINOIS

7. AUTHOR(S)

 C. Fred Gurnham,  B.  A. Rose, and W.  T.  Fetherston
              6. PERFORMING ORGANIZATION CODE
              8. PERFORMING ORGANIZATION REPORT NO.
                                                           3. RECIPIENT'S ACCESSION NO.
                                                           5. REPORT DATE
                                                            July  1979 (Issuing Date)
9. PERFORMING ORGANIZATION NAME AND ADDRESS
 Gurnham  and  Associates, Inc.
 223 West Jackson Boulevard
 Chicago,  Illinois  60606
               10. PROGRAM ELEMENT NO.
                1BC822,  SOS #3, Task D-l/26
               11. CONTRACT/GRANT NO.

               Grant R-803900
12. SPONSORING AGENCY NAME AND ADDRESS
 Municipal Environmental Research Laboratory—Gin.,OH
 Office of Research and Development
 U.S. Environmental Protection Agency
 Cincinnati,  Ohio  45268
               13. TYPE OF REPORT AND PERIOD COVERED
               Final,  1975-1977
               14. SPONSORING AGENCY CODE
               EPA/600/14
15. SUPPLEMENTARY NOTES
 Project Officer:   Ronald F. Lewis  (513)  684-7644
16. ABSTRACT
      This  report presents data gathered  over a one-year period  of  monitoring the
 lagoon system at Pawnee, Illinois, and compares treatment plant performance to design
 loading rates and the Federal secondary  treatment standards.  The  treatment plant  per-
 formed very  well.  Removals of 6005 and  fecal coliforms were  excellent.  During the
 early part of the year, lagoon effluent  passed through a sand filter which was ineffec-
 tive and contributed suspended solids to the effluent; the  filters were later bypassed
 and suspended solids removal was satisfactory from then on.   Fecal coliform removal
 was satisfactory except for a brief period when chlorine addition  was insufficient.
 In addition  to the above parameters, many others were monitored and are presented  both
 in summary form and in complete listings of all data collected  during the study.   The
 lagoons performed satisfactorily during  the winter months,  and  anaerobic conditions
 did not develop despite a thick ice layer.
17.
                                KEY WORDS AND DOCUMENT ANALYSIS
                  DESCRIPTORS
 Waste  treatment
 *Lagoons  (ponds)
 ^Performance evaluation
 ^Design criteria
 Chemical  analysis
 Physical  tests
                                              b.IDENTIFIERS/OPEN ENDEDTERMS
   Aerated
                            c.  COS AT I  Held/Group
13B
18. DISTRIBUTION STATEMENT
 RELEASE  TO  PUBLIC
                                              19. SECURITY CLASS (This Report)
                                                UNCLASSIFIED
                             21. NO. OF PAGES

                                    148
 20. SECURITY CLASS (This page)
   UNCLASSIFIED
                                                                          22. PRICE
EPA Form 2220-1 (Rev. 4-77)
140
                                                               U. S. GOVERNMENT PRINTING OFFICE: 1979 — 657-060/5341
-------