EPA-600/2-80-006
March 1980
PERFORMANCE EVALUATION OF THE
AERATED LAGOON SYSTEM AT NORTH GULFPORT, MISSISSIPPI
by
Andrew J. Englande, Jr.
Department of Environmental Health Sciences
Tulane University School of Public Health and Tropical Medicine
New Orleans, Louisiana 70112
Grant No. R803899
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 publica-
tion. Approval does not signify that the contents necessarily reflect the
views and policies of the U.S. Environmental Protection Agency, nor does men-
tion of trade names of commercial products constitute endorsement or recom-
mendation for use.
XI
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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 welfare 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 necessa.ry first step in problem solu-
tion and it involves defining the problem, measuring its impact, and search-
ing 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 municipal and community sources, for the preservation and treatment of
public drinking, water supplies, arid 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 re-
searcher and the user community.
As part of these activities, this comprehensive performance evaluation
of a two-cell municipal aerated lagoon wastewa,ter treatment system was con-
ducted to determine capabilities of this treatment mode in complying with
Federal Secondary Treatment requirements.
Francis T. Mayo, Director
Municipal Environmental Research
Laboratory
iii
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ABSTRACT
Municipal aerated wastewater treatment lagoons are extensively employed
throughout the United States today. Reliable long-term performance and opera-
tional data to evaluate capabilities with respect to Federal Secondary Treat-
ment Standards, however, are generally lacking. This report presents the
data collected over a one-year monitoring period at the Orange Grove Lagoon
System located in Gulfport, Mississippi.
Results indicate that during the study period, the treatment system did
not exceed the federal biochemical oxygen demand average monthly requirement
of 30 mg/1 nor the seven consecutive day limit of 45 mg/1. The stringent
permit level of 15 mg/1 set by the Mississippi Air and Water Pollution Control
Commission, however, was exceeded in all cases. Performance with respect to
federal and state suspended solids criteria was marginal. A yearly average of
30.7 mg/1 TSS was reported with secondary treatment quality being exceeded
three of the twelve months monitored. The system never exceeded federal or
state pH criteria. Fecal coliform standards of 200 colonies/100 ml were met
only during the months of January and February. Non-compliance was due to low
residual chlorine levels resulting from poor design and operational control.
In addition to the parameters for which Federal Standards have been
established, many others were monitored, summarized and discussed. As a re-
sult of this study, well-designed and operated, multi-celled aerated lagoons
located in climates similar to those of the Gulf Coast should be capable of
meeting Federal Secondary Treatment Standards. If more stringent limitations
are required due to discharge into water quality limited segments additional
polishing of effluent or a different treatment mode may be required.
This report was submitted in fulfillment of Grant No. R803899 by Tulane
University under the partial sponsorship of the U.S. Environmental Protection
Agency.
iv
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CONTENTS
Disclaimer , ii
Foreword iii
Abstract . iv
Figures ................. vii
Tables ....... ..... viii
List of Abbreviations xi
Acknowledgments ,
1. Introduction ......... 1
Nature of the Problem ...... 1
Objectives 2
General Objectives . . 2
Specific Objectives . 2
2. Conclusions . 4
3. Recommendations 8
4. Orange Grove Utilities Aerobic Lagoon Site Description . . 9
5. Experimental Procedures ... 12
Sample Collection and Analysis ........ 12
Hydraulic Data 12
Auxiliary Monitoring Information . 13
6. Results . v . . 15
7. Discussion of Results 28
General . . . . . . . 28
Hydraulic Performance . 28
Organic Removals . 30
Total Biochemical Oxygen Demand (BODs) .... 30
Soluble Biochemical Oxygen Demand 33
Total Chemical Oxygen Demand (TCOD) ..... 35
Soluble Chemical Oxygen Demand . . . . . . . 37
Solids Removal „ . 37
Total Suspended Solids (TSS) 39
Volatile Suspended Solids (VSS) 41
Nutrient Removal . 41
Ammonia Nitrogen (NHs-N) .,..-. 43
Kjeldahl Nitrogen (KN) „ 46
Nitrite and Nitrate Nitrogen (N02 & N03-N) ... 50
Total Phosphorus . 52
Fecal Coliform 52
Algae 55
Alkalinity 55
Temperature, pH, and Dissolved Oxygen 59
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CONTENTS (continued)
References
Appendices
A. Daily Performance Data .
B. Auxiliary Monitoring Information
62
63
239
vi
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FIGURES
Number
1 Aerated lagoon flow plan » ... 11
2 Monthly average influent and effluent daily flow-rates . . . . 29
3 Monthly average .total biochemical oxygen demand (BODs)
removal for the Orange Grove Lagoon System 31
4 Monthly average soluble BODs removal for the
Orange Grove Lagoon System 34
5 Monthly average total chemical oxygen demand (COD)
removal for the Orange Grove Lagoon System 36
6 Monthly average soluble COD removal for
the Orange Grove Lagoon System 38
7 Monthly average total suspended solids removal
for the Orange Grove Lagoon System 40
8 Monthly average volatile suspended solids removal
for the.Orange Grove Lagoon System 42
9 Monthly average total ammonia removal
for the Orange Grove Lagoon System 44
10 Monthly average soluble ammonia removal
for the Orange Grove Lagoon System .45
11 Monthly average total Kj eldahl nitrogen removal
for the Orange Grove Lagoon System 48
12 Monthly average soluble Kjeldahl nitrogen removal
for the Orange Grove Lagoon System .49
13 Monthly average nitrite and nitrate removals
for the Orange Grove Lagoon System .51
14 Monthly average total phosphorus removal
for the Orange Grove Lagoon System 53
15 Monthly geometric mean fecal coliform removals
for the Orange Grove Lagoon System 54
16 Monthly average algae cell count
for the Orange Grove Lagoon System 57
17 Monthly average alkalinity concentrations
for the Orange Grove Lagoon System • • 58
vii
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TABLES
Number
Page
1 Sampling and Analytical Schedule ...... 14
2 Orange Grove Lagoon Performance Summary -
December, 1975 (7 days of monitoring) . , 16
3 Orange Grove Performance Summary -
Month of January 1976 (30 days) 17
4 Orange Grove Performance Summary -
Month of February 1976 (6 days) 18
5 Orange Grove Performance Summary -
Month of March 1976 (7 days) 19
6 Orange Grove Performance Summary -
Month of April 1976 (30 days) .20
7 Orange Grove Performance Summary -
Month of May 1976 (7 days) 21
8 Orange Grove Performance Summary -
Month of June 1976 (7 days) 22
9 Orange Grove Performance Summary -
Month of July 1976 (30 days) 23
10 Orange Grove Performance Summary -
Month of August 1976 (7 days) 24
11 Orange Grove Performance Summary -
Month of September 1976 (30 days) .25
12 Orange Grove Performance Summary -
Month of October 1976 (7 days) 26
13 Orange Grove Performance Summary -
Month of November 1976 (7 days) 27
14 Monthly Average Flow-Rate of the Raw Wastewater
Influent and Final Effluent from the
Orange Grove Aerated Lagoon System ..... 30
15 Monthly Average Total Biochemical Oxygen
Demand Concentration of- the Raw Wastewater
Influent and the Effluent from Each Cell
in the Orange Grove Aerated Lagoon System 32
16 Monthly Average Soluble Biochemical Oxygen
Demand Concentration of the Raw Wastewater Influent
and the Effluent from Each Cell in the Orange
Grove Aerated Lagoon System 33
17 Monthly Average Total Chemical Oxygen Demand (COD)
Concentration of the Raw Wastewater Influent and the
Effluent from Each Cell in the Orange Grove
Aerated Lagoon System 35
viii
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TABLES (continued)
Number
18 Monthly Average Soluble Chemical Oxygen. Demand
(SGOD) levels of the Raw Wastewater Influent and
the Effluent from Each Cell in the Orange
Grove Aerated Lagoon System 37
19 Monthly Average Suspended Solids Concentration
of the Raw Wastewater Influent and the Effluent
from Each Cell in the Orange Grove Aerated
Lagoon System . . . .... . . . . . . . . . 39
20 Monthly Average Volatile Suspended Solids Concentration
of the Raw Wastewater Influent and the Effluent from
Each Cell in the Orange Grove Aerated Lagoon System .... 41
21 Monthly Average Total Ammonia Nitrogen (NHs-N)
Concentration of the Raw Wastewater Influent and
Effluent from Each Cell in the Orange Grove
Aerated Lagoon System 43
22 Monthly Average Soluble Ammonia Nitrogen (NHs-N)
Level of the- Raw Wastewater Influent and the Effluent
from Each Cell in the Orange Grove Aerated
Lagoon System . . . . , . . . . . 46
23 Monthly Average Total Kjeldahl Nitrogen (TKN)
Concentrations of the Raw Wastewater Influent and
the Effluent from Each Cell in the Orange
Grove Aerated Lagoon System . 47
24 Monthly Average Soluble Kjeldahl Nitrogen (SKN)
Levels of the Raw Wastewater Influent and the Effluent
from Each Cell in the Orange Grove Aerated
Lagoon System . , 47
25 Monthly Average Nitrite (N02-N) and Nitrate (N03-N)
Concentrations of the Effluent from Second Aeration
Cell A2 in Orange Grove Aerated Lagoon System ...... 50
26 Monthly Average Total Phosphorus Levels of the Raw
Wastewater Influent and the Effluent from Cell A2 and.
S2 in the Orange Grove Aerated Lagoon System 52
27 Monthly Geometric Mean Fecal Coliform Count (#100 ml)
of the Effluent from Cells A2 and S2 in the Orange
Grove Aerated Lagoon System ..... 55
28 Monthly Average Algae Cell Count (#/ml X 103) of the
Effluent from Each Cell in the Orange Grove
Aerated Lagoon System . 56
29 Monthly Average Alkalinity (as CaCOs) Content of the
Raw Wastewater Influent and the Effluent from Each
Cell in the Orange Grove Aerated Lagoon System . ... . . 56
30 Monthly Average Temperature of the Raw Wastewater
Influent and the Effluent from Each Cell in the
Orange Grove Aerated Lagoon System ......... 59
ix
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TABLE (continued)
Number
31 Monthly pH Median and .Ranges of the Raw Wastewater
Influent and the Effluent from Each Cell in
the Orange Grove Aerated Lagoon System ....
32 Monthly Average Dissolved Oxygen Concentration of
the Raw Wastewater Influent and the Effluent from
Each Cell in the Orange Grove Aerated Lagoon System
60
. . 61
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LIST OF ABBREVIATIONS
ac
Alk
BOD5
cm
°c
COD
m3/day
DO
FC
gal
ha
kg
kg/ha-d
1
mg
mg/1
ml
MGD
N02-N
N03-N
SCOD
SBOD5
TKN
TP
TSS
VSS
acre
alkalinity as CaCOs
five day biochemical oxygen demand
centimeters
centrigrade
chemical oxygen demand
cubic meters per day
dissolved oxygen concentration
fecal coliform bacteria
gallon
hectare
kilogram
kilograms per hectare per day
liter
milligram
milligram per liter
milliliter
million gallons per day
ammonia-nitrogen
nitrite-nitrogen
nitrate-nitrogen
soluble chemical oxygen demand
soluble five day biochemical oxygen demand
total Kjeldahl nitrogen
total phosphorus
total suspended solids
volatile suspended solids
xi
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ACKNOWLEDGMENTS
The cooperation and assistance of Environmental Engineers/Mississippi
in sample analysis and data tabulation is greatly appreciated. Particular
thanks are expressed to its President, Mr. Clark Malchow, for his assistance
during the gear-up and data collection phases of this study.
The cooperation of Mr. Clarence Johnson, President of Orange Grove
Utilities, is also greatly appreciated.
xii
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SECTION 1
INTRODUCTION
NATURE OF THE PROBLEM
The Federal Water Pollution Control Act Amendments of 1972 established
the minimum performance requirements for publicly-owned wastewater treatment
facilities. By July, 1977 these treatment works should have complied with
effluent limitations based on secondary treatment as defined by the Environ-
mental Protection Agency and as published in the Federal Register. The ori-
ginal imposed regulations state: a) the five-day biochemical oxygen demand
(BODs) and suspended solids (SS) shall not exceed an arithmetic mean value of
30 mg/1 for effluent samples collected over a period of 30 consecutive days
nor 45 mg/1 for samples collected over seven consecutive days; b) the arith-
metic mean of the effluent BOD5 and SS values determined on samples collected
in a period of 30 consecutive days shall not exceed 15 percent of the arith-
metic mean of the BOD5 and SS values determined on influent samples collected
at approximately the same time during the same period; and c) the geometric
mean of the fecal coliform bacteria in the effluent shall not exceed 200 per
100 milliliters for samples collected over a period of 30 consecutive days
nor 400 per 100 milliliters for samples collected during a period of seven
consecutive days.
It should be noted that this definition of secondary treatment for muni-
cipal waste treatment facilities has been and is being modified. The Federal
Register Vol. 41, No. 144, Monday, July 26, 1976, for example, contains pro-
posed changes pertaining to deletion of fecal coliform criteria and pH restric-
tions. The Federal Register Vol. 42, No. 195, Friday, October 7, 1977, con-
tains changes in the effluent suspended solids limitations for small municipal
lagoons (less than 2 MGD).
Because of inherent advantages of lagoon waste treatment systems, more
than 4,000 publicly-owned facilities are in operation throughout the United
States. Generally, lagoon treatment provides a relatively simple, inexpen-
sive method of wastewater disposal where land costs are low. Consequently,
most lagoon systems are located in rural communities where typically little,
if any, performance evaluations are conducted. An Environmental Protection
Agency (EPA) Task Force Committee, while recently preparing a technical
bulletin of design criteria for waste treatment lagoons, uncovered very lit-
tle evidence of performance evaluation with respect to design. Data obtained
appeared to indicate that continuous-discharge facultative lagoons will not
conform to secondary treatment requirements without upgrading, due to algal
cell content during summer and icing conditions during winter.
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It is anticipated that effluent quality from lagoon systems can be im-
proved by the utilization of a mechanical oxygen supply in one or several of
the cells. It is, therefore, important to determine how effectively, well-
designed series operated aerated waste treatment lagoons perform throughout
all seasons of the year in various climatic regions. Collection and evalua-
tion of carefully collected operating and performance data should provide evi-
dence as to whether existing continuous-discharge series operated aerated
lagoons can, as presently designed and operated, meet proposed standards. In-
sight should also be provided as to how design and operational upgrading can
effectively be accomplished and how lagoon system design can be optimized.
OBJECTIVES
General Objectives
The primary objective of this investigation is to generate reliable
year-round performance and operational data for the Orange Grove Utilities
municipal waste treatment lagoon system. The lagoons are located in North
Gulfport, Mississippi and consist of two aerated lagoons in series followed
by chlorination and final settling.
A secondary objective is to evaluate performance efficiency with res-
pect to actual design criteria and the 1977 Secondary Treatment Standards as
established by the Federal Water Pollution Control Act Amendments. Results
of data analysis will be of assistance to design engineers and regulatory
officials and to EPA in attaining its stated objective of defining perfor-
mance capabilities of surface aerated lagoons located in the deep south.
Specific Objectives
To accomplish the above general objectives, the following specific ob-
jectives were fulfilled:
1. Monitor water quality of: a) lagoon influent, b) between
cells-in-series, and c) lagoon effluent preceding and
following chlorination over a 12 month period. A sam-
pling frequency of 30 consecutive days, four times
during the year (once during each season) and 7 conse-
cutive days, once a month during the other 8 months of
data collection was maintained.
2. Analyze performance parameters including: wastewater
flow, pH, temperature, dissolved oxygen, alkalinity,
total and soluble BOD5, total suspended solids, vola-
tile suspended solids, algal cell counts, fecal coli-
form counts, total and soluble COD, total phosphorus,
total and soluble Kjeldahl nitrogen (TKN), total and
soluble ammonia nitrogen, nitrite nitrogen, and ni-
trate nitrogen at locations and frequencies noted
above.
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3, Obtain climatological data (light intensity, air tem-
perature, precipitation, and wind direction and
intensity) for the lagoon by on site monitoring.
4. Analyze and evaluate lagoon system performance with
respect to (i) criteria employed in system design,
(ii) the Water Pollution Control Amendments Act of
1972 (PL 92-500) and (iii) effluent discharge stan-
dards established by the State of Mississippi.
5. Determine from data analysis whether all the signi-
ficant treatment occurs in the first cell or if the
second cell is necessary for adequate stabilization.
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SECTION 2
CONCLUSIONS
Based on the results of 12 months of monitoring the performance of the
Orange Grove Aerated Lagoon System located in Gulf port, Mississippi, the
following conclusions can be made:
1.
2.
6.
The average influent flow-rate varied from 3,425 m3/day (0.905 MGD)
in July to 2,116 m3/day (0.559 MGD) in October. The yearly average
influent flow-rate was 2,900 m3/day (0.766 MGD) which exceeded the
hydraulic design by 1.53 times. The yearly average per capita
hydraulic load to the lagoon system was 0.58 m3/capita/day (153 gal/
capita/day) .
Based on the average influent flow-rate, the average theoretical
detention times of the first aeration basin (Al) , the second aera-
tion basin (A2) , and the settling cell (S2) were respectively
6.8, 10.3 and 5.0 days. Design detention times were 10.4, 15.8,
and 2.5 days for Al, A2, arid S2 respectively.
The organic strength of the raw wastewater was typical of residen-
tial wastewater. An average influent biochemical oxygen demand
(8005) of 176 mg/1 was reported over the study period. This repre-
sented a per capita loading of 0.1 kg 6005 /capita/day (0.22 Ib BODs/
capita/ day) . The monthly averages of influent 6005 concentration
ranged from 133 mg/1 to 214 mg/1.
The actual organic loadings to cells Al and A2 were 504 and 117 kg
BODs/ha-d (450 and 104 Ib BOD5/ac/day) as compared to the design
loadings of 374 and 86 kg BOD5/ha-d (334 and 77 Ib BOD5/ac/day)
respectively. Hence, the system was organically overloaded during
the study period.
Overall total BODs removal averaged 85.8% through the lagoons sys-
tem with an average effluent BOD of 25 mg/1. Secondary criteria
of 30 mg/1 (30 day monitoring) and 45 mg/1 (7 consecutive day
limit) was met for all months. The stringent permit level of 15 mg/1
set by the Mississippi Air and Water Pollution Control Commission
owing to discharge into a water quality limited segment, however,
was exceeded in all cases.
Yearly average effluent BODs from the aeration system was 50 mg/1
which represents a 71.6% reduction. Hence, the final settling cell
was necessary for compliance with secondary standards.
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8.
9.
7. The monthly averages of effluent Soluble BODs concentrations for the
lagoon system varied from 10 mg/1 (February) to 22 mg/1 (October),
with a yearly mean of 15 mg/1. If total removal of effluent splids
were possible, then state discharge limitations of 15 mg/1 could be
attained. Total influent BOD5 reductions from Al, A2, and S2 were
accumulatively 79.3%, 84.4%, and 91.7%. Approximately 44% of the
raw wastewater total BOD5 was soluble.
While most of the BOD5 was removed in cell Al, the second cell in
series provided additional polishing; with reserve capacity to handle
severe 5.nfluent organic variation.
Chemical oxygen demand (COD) removal performance of the Orange
Grove Lagoon System was similar to BOD5 reduction trends. Monthly
averages of final effluent concentrations ranged from 51 mg/1 in
July to 89 mg/1 in November, with a yearly mean level of 66 mg/1.
Approximately 62% of the influent COD was removed by the treatment
system.
10. Soluble COD removal paralleled that of total COD reduction. Resid-
ual effluent soluble COD ranged from 32 to 56 mg/1 with a mean level
of 40 mg/1. With complete effluent solids separation, 88% of the
raw wastewater COD would be stabilized. About 31% of the raw waste-
water total COD was soluble.
11. The raw Wastewater influent suspended solids (TSS) level was typical
of domestic wastewater. Monthly averages of influent suspended
solids concentrations ranged from 117 mg/1 in October to 291 mg/1
in January with a yearly average of 194 mg/1.
12. Final effluent monthly averages of suspended solids concentration
varied from 16 mg/1 in October to 50 mg/1 during February. A yearly
average of 31 mg/1 TSS was reported which is near the regulatory
limit of 30 mg/1. Sampling results for the 30 day monitoring per-
iods were 32 mg/1 (January), 34 mg/1 (April), 27 mg/1 (July), and
19 mg/1 (September). Only during the month of February was the
45 mg/1 seven day average value exceeded.
13. Effluent solids from the settling pond were primarily algae cells.
Algae growth following chlorination was enhanced due to the rela-
tively long retention in cell S2 of 5 days. Effluent BOD5 asso-
ciated with the solids content was approximately 0.33 mg BOD5/mg
TSS. •
14. Volatile suspended solids (VSS) results were similar to suspended
solids removal trends. Both influent and effluent TSS exhibited
a 70% volatile content. System volatile solids reduction averaged
84.2% with about 73% being removed in the first cell. Data indi-
cates effluent BOD5 associated with the volatile suspended solids
as approximately 0.5 mg BOD5/mg VSS.
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15. The aerated lagoon system was effective in the removal or conversion
of ammonia nitrogen (NH3-N). A yearly average reduction of 63% with
a mean residual of 5.5 mg/1 was reported. During the summer total
NH3-N removal averaged 79% with a mean residual of 2.7 mg/1. The
soluble NH3-N content represented approximately 92% of the total
NH3-N concentration at all sampling locations.
16. Reduction trends of total Kjeldahl Nitrogen (TKN) followed those for
ammonia nitrogen. A yearly overall system reduction of 62.4% was
observed with an average residual of 9.8 mg/1. Effluent TKN con-
centrations ranged from 5.8 mg/1 in March to 13.2 mg/1 during Octo-
ber. Effluent limitations as imposed by the Mississippi Air and
Water Pollution Control Commission limit TKN levels to 6.0 mg/1
with a maximum of 12.0 mg/1. The system violated the average cri-
teria eleven of the twelve months studied. The soluble fraction
accounted for approximately 73-83% of the TKN.
17. The average monthly level of nitrite from the aeration ponds ranged
from 0.04 mg/1 (November) to 1.73 mg/1 (February) with a yearly mean
of 0.61 mg/1. The average monthly concentration of nitrate ranged
from 0.12 mg/1 (September) to 6.50 mg/1 (March) with a yearly mean
of 2.36 mg/1. Nitrification, however, was inhibited during the
period July through November due to low oxygen content (<2 mg/1) .
18. Significant removal of the total phosphorous (TP) was not observed
during the study period. Approximately 15.4% of the TP was removed
within the aeration cells with a total system removal of 30.8%.
The yearly mean effluent level was 7.5 mg/1 with average monthly
ranges of 6.1 mg/1 (December) to 10.0 mg/1 (November).
19. Federal and state fecal coliform standards of 200 colonies/100 ml
were met only during the months of January and February. Non-
compliance was due to the low residual chlorine levels maintained.
Chlorination was effected prior to the final settling basin with a
5 day retention. A more efficient chlorination chamber and reduced.
retention in cell S2 along with better operational control should
result in compliance to standards.
20. Mean algae cell concentrations for Al, A2, and S2 were 155,600,
220,600, and 119,000 cells/ml respectively. The lower levels found
in the effluent are due in part to chlorination prior to the final
settling basin. No apparent seasonal trends were noted.
21. Mean yearly alkalinity concentrations indicated a decrease with in-
creased treatment. Average concentrations were 139 mg/1, 116 mg/1,
100 mg/1, and 97 mg/1 as CaC03 for raw influent, Al effluent, A2
effluent, and S2 effluent respectively. An overall average system
alkalinity reduction of 30% was reported.
22. Measurements of temperature, pH, and dissolved oxygen (DO) were ob-
tained on grab samples in situ and therefore represent instantaneous
values which depend on the time of day the analyses were performed.
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The value of effluent pH ranged from 6.8-7.5 during the study which
falls within the secondary treatment criteria of 6.5 to 9.0 and
state limits of 6.0 to 7.8.
23. Seasonal variation in performance for most of the parameters moni-
tored was insignificant due to the mild climatic conditions charac-
teristic of the deep South.
24. For climates similar to those of the Gulf Coast, well-designed and
operated, multi-celled aerated lagoons appear capable of providing
small municipalities with a treatment method able to .comply with
Federal Secondary Treatment Standards. If more stringent limita-
tions are required due to discharge into water quality limited seg-
ments additional polishing of effluent or a different treatment mode
may be required.
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SECTION 3
RECOMMENDATIONS
Based on the results of 12 months of intense monitoring of the Orange
Grove aerated lagoon facility, the following recommendations are proposed:
1. Secondary treatment standards we're consistently
exceeded with respect to fecal coliform content.
It is recommended that a study be made to deter-
mine the most effective chlorination procedure.
The relative impact of chlorination prior to and
following the settling cell should be assessed
as well as the effect of detention time on re-
growth.
2. Suspended solids compliance with standards was
marginal. The effect of the settling cell de-
tention time on solids removal and algae growth
should be investigated.
3. A performance comparison between second cell aera-
tion versus no aeration should be made. A second
cell (or cells) acting as a stabilization pond(s)
may reduce energy consumption and improve overall
treatment.
4. Additional research into simple, cost effective
removal of algae cells from lagoon effluent should
be conducted.
5. Operational procedures to optimize aerated lagoon
system performance should be developed.
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SECTION 4
ORANGE GROVE UTILITIES AEROBIC LAGOON SITE DESCRIPTION
The lagoon system studied is owned by Orange Grove Utilities and is
located in Harrison County, Mississippi approximately eight miles north of
Gulfport. The municipal treatment, system services a community consisting of
residential homes, shopping centers, etc. from a population of approximately
5,000. The continuous-flow lagoons have been in operation for approximately
twelve years. The system was originally designed as multi-celled stabiliza-
tion lagoons operated in series. Eight years ago the first cell was upgraded
to an aerated lagoon. During July, 1975 a change in operation of the lagoon
system from a series to parallel flow arrangement was implemented. Addition-
ally, floating aerators were added to the second lagoon and each of the two
aerated lagoons was followed by less than a twenty-four hour retention set-
tling basin. The operational change was instituted as an upgrading procedure
to meet state requirements when additional house connections were made to the
sewer system. During October 1975, prior to the initiation of this study the
flow configuration was reverted back to series operation for subsequent test-
ing and evaluation.
A schematic of the existing lagoon system is presented in Figure 1. A
brief description of the lagoon system follows:
1. CELL Al AERATED FACULTATIVE LAGOON
a. Size: 63 m X 163 m (206 ft X 535 ft)
b. Area: 1.0 ha (2.5 acres)
c. Depth: 1.9 m (6.3 ft)
d. Volume: 19,682 m3 (5.2 MG)
e. Flow: 1892 m3/day (500,000 GPD) design
f. Detention time: 10 days (design)
g. Hydraulic loading: 185 mm/day (7.3 in/day) design
h. Organic loading: 374 kg/ha-d (334 Ibs BOD5/ac/day) design
i. Flow pattern: plug flow
j. Aeration equipment: 8 Welles surface aerators 3.73 kw/aerator
(5 hp/aerator)
k. Power level: 1.5 X 10~3 kw/m3 (7.7 hp/MG)
1. Dikes: unlined with 3:1 slopes
m. Flow measurement: Martig BHB 1 unit with a 38 cm (15 in) sens-
ing ring calibrated to a Bristal G500 recorder
n. Inlet: two 25 cm (10 in) diameter C.I. pipes (parallel -0.61 m)
extending 10.7 m (35 ft) into the lagoon (above water)
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2. CELL A2 AERATED FACULTATIVE LAGOON
a. Size: 124 m X 126 m (407 ft X 412 ft)
b. Area: 1.5 ha (3.8 acres)
c. Depth: 1.9 m (6.3 ft)
d. Volume: 29,902 m3 (7.9 MG)
e. Flow: 1892 m3/day (500.,000 GPD) design
f. Detention time: 15.8 days (design)
g. Hydraulic loading: 121 mm/day (4.8 in/day) design
h. Organic loading: 86 kg/ha*d , (77 Ib BODs/ac/day) design
i. Flow pattern: plug flow
j. Aeration equipment: 9 Welles surface aerators 5.59 kw/
aerator (7.5 hp/aerator)
k. Power level: 1.67 X 10~3 kw/m3 (8.5 hp/MG)
3. CHLORINATION
a. Chlorinated prior to discharge into settling Cell S2
b. Chlorination equipment: auto switch over type 45
kg/d*meter (100 Ib/d meter)
4. CELL S2 SETTLING BASIN
a. Size: 29 m X 63 m (95 ft X 205 ft)
b. Area: 1809 m2 (19,475 ft2)
c. Depth: 1.8 m (6.0 ft)
d. Volume: 3293 m3 (0.87 MG)
e. Flow: 1324 m3/day (350,000 GPD) design
f. Detention time: 2.5 days (design)
g. Dikes: unlined with 3:1 slopes
As shown in Figure 1, overall system performance was based on the qual-
ity of effluent from Cell S2 and hence Cells SI, S3, and S4 were not included
in the study evaluation.
10
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SECTION 5
EXPERIMENTAL PROCEDURES
SAMPLE COLLECTION AND ANALYSIS
Performance monitoring of the Orange Grove Lagoon System commenced dur-
ing the month of December, 1975 and continued over a twelve month period.
Monitoring locations for both flow and water quality parameters are shown on
Figure 1.
The analytical and sampling program is outlined in Table 1. Testing
procedures and sample preservation were in accordance with those outlined in
the 13th Edition of Standard Methods for the Examination of Water and Waste-
waters1 or as modified according to EPA techniques2.
Water quality parameter sampling locations included: 1) lagoon influ-
ent, 2) between cells-in-series, 3) lagoon effluent prior to chlorination,
and 4) lagoon effluent after sedimentation. The sampling frequency was 30
consecutive days four times during the year (once during each season) and 7
consecutive days, once a month during the other eight months of data collec-
tion. Thirty days sampling reflected performance during the months of January,
April, July, and September.
Performance parameters monitored included: wastewater flow, pH, tem-
perature, dissolved oxygen, alkalinity, total and soluble BOD5, total suspend-
ed solids, volatile suspended solids, algal cell counts, fecal coliform
counts, total and soluble COD, total phosphorus, total and soluble Kjeldahl
nitrogen (TKN), total and soluble ammonia nitrogen, nitrite nitrogen, and ni-
trate nitrogen. Measurement of wastewater temperature, pH, and dissolved oxy-
gen were made in situ. All other samples (except fecal coliform and algal
cell counts) were 24 hour composites. An ISCO Model 1680 sequential sampler
was employed at the influent location and samples were composited according
to flow. ISCO Model 1580 samplers were used at the other locations (L2, L3,
L4). Samplers were iced except when the ambient air temperature was below
7.2°C (45°F).
Hydraulic Data
Influent flow (Fl) was measured using a Martig BUB 2 unit with a 38 cm
(15 in.) sensing ring calibrated to a Bristol G500 continuous recorder (See
Figure 1.). After calibration for pumping rate, the lift station was moni-
tored (F2) for on-off times. Effluent from aeration cell A2 was split between
three settling cells. Flow rates percentages for cells SI, S2, and S3 were
8.5%, 23.2% and 68.3% MGD respectively. Total system effluent flow was mea-
12
-------
sured at Station F4. These latter two flows were monitored with 30.5 cm
(12 in.) sensing rings and a Martig BUB 3 unit connected to a Bristol G500
recorder. All flow measurements were recorded as depth of flow and converted
to gallons per minute prior to sample compositing.
Auxiliary Monitoring Information
Information on electrical usage for the aeration equipment and mainte-
nance time records during the test period was recorded. Pertinent meteorolog-
ical data such as air temperatures (high, average, and low), light intensity,
rainfall, wind velocity and prevailing direction were recorded daily. Air
temperatures and wind data were obtained from the nearby Gulfport, Mississippi
airport. Rainfall was measured with a conventional rain gauge located on-site.
Solar radiation was also monitored on-site using a R401-Mechanical Pyranograph.
13
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SECTION 6
RESULTS
Performance data collected during this investigation are reported on a
monthly basis and tabulated in Appendix A. Auxiliary monitoring information
including electrical usage and pertinent meteorological information is pre-
sented in Appendix B. Results of the study are shown in Tables 2 through
13 where monthly average, median, and range values for performance parameters
are listed. These results will be discussed in Section 7. Characteristics
of wastewater influent and effluents from the aeration cells and settling
basin were monitored at points Ll, L2, L3, and L4 respectively (see Figure 1).
15
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SECTION 7
DISCUSSION OF RESULTS
GENERAL
This section will discuss monitoring results with respect to design cri-
teria and the ability of the system to comply with secondary treatment dis-
charge standards -as well as those specified by the Mississippi Air and Water
Pollution Control Commission. The influence of seasonal variation on perform-
ance will be noted where applicable. Monthly and yearly mean values of param-
eters are presented to illustrate long term trends and variations.
As illustrated by Figure 1 sampling points LI, L2, L3, and L4 corres-
pond to quality characteristics of raw wastewater influent, effluent from
Pond 1, effluent from Pond 2 prior to chlorination, and final effluent from
the settling Cell S2, respectively.
Data collected at the Orange Grove Lagoon site reflected performance of
a small, series operated aerated lagoon system located in the deep South
treating essentially all residential wastewater. A complete listing of all
data collected during the study period of December 1975 through November 1976
is contained in Appendix A and Appendix B.
HYDRAULIC PERFORMANCE
The monthly average influent and effluent daily flow-rates are shown in
Table 14 and graphically illustrated by Figure 2. Effluent flows were moni-
tored from Cell S2 which received approximately twenty-three percent of the
flow from the second aeration basin. During January, 1976 an additional flow
meter was installed at location F4 (see Figure 1) to allow for a system flow
mass balance. Total effluent flow measurement commenced in February and con-
tinued for the remainder of the study. The average monthly daily influent
flow-rate varied from 3,425 m3/day (0.905 MGD) in July to 2,116 m3/day
(0.559 MGD) in October. The yearly average influent flow-rate was 2,900 m3/
day (0.766 MGD). This calculates as a per capita hydraulic load to the lagoon
system of approximately 0.58 m3/person/day (153 gal/capita/day). The yearly
average influent daily flow-rate exceeded the hydraulic design flow-rate of
0.5 MGD by 1.53 times. During low and high flow months, the design flow was
exceeded by 1.12 and 1.81 respectively.
The data indicates significant infiltration and inflow into the sewer
system. This is evidenced by Figure 2 showing peak influent flows occurring
during the rainy summer period (May-August) which is typical of the Gulf Coast
climate. High ground water and sandy soil conditions contribute greatly to
28
-------
3.0
2.0
1.0
Influent Fl
— Effluent F4
D('75) JFM'AMJJAS o N('76)
TIME (Months) :
Figure 2. Monthly average influent and effluent daily flowrates.
29-
-------
the problem of infiltration.
TABLE 14. MONTHLY AVERAGE FLOW-RATE OF RAW WASTEWATER INFLUENT
AND FINAL EFFLUENT FROM THE ORANGE GROVE AERATED
LAGOON SYSTEM
Flow-rate (m3/day x 103)
- monthly average
MONTH
December ' 75
January
February
March
April
May
June
July
August
September
October
November '76
YEARLY MEAN
INFLUENT
2.790
3.259
2.483
2.509
2.574
2.800
2.926
3.425
3.369
2.737
2.116
2.506
2.900
EFFLUENT
-
-
2.316
2.323
2.430
2.665
2.684
2.983
2.843
2.358
1.877
2.332
2.535
PERCENT LOSS
-
-
6.7
7.4
5.6
4.8
8.3
12.9
15.6
13.8
11.3
6.9
10.0
Based on the average influent flow-rate, the average theoretical deten-
tion times of Cells Al, A2, and S2 are respectively 6.8, 10.3 and 5.0 days.
Accounting for losses due to evaporation and seepage retention times were
increased approximately five to sixteen percent as shown by Table 14. Design
detention times were 10.4, 15.8 and 2.5 days respectively for Basins Al, A2,
and S2. Consequently, stabilization time was reduced approximately 35% dur-
ing average influent flow conditions and 45% during the peak flow period.
ORGANIC REMOVALS
Organic removal efficiency for the lagoon system was assessed in terms
of total and soluble BODs and COD reductions.
Total Biochemical Oxygen Demand (BODe-)
The monthly average total BODs values observed at each sampling loca-
tion are reported in Table 15 and illustrated in Figure 3.
The influent monthly average total BOD ranged from a maximum of 214
mg/1 during January to a minimum of 133 mg/1 in July. Low flow months were
characterized by higher concentrations as compared to the diluted influent
observed during the wet summer months. This trend existed for most perfor-
mance parameters evaluated.
30
-------
220
200
180
, 160
150
2 140
60
E
O
S 120
o
8
100
80
60
40
20
TOTAL BOB5 (mg/1)
J<
_ Federal 7 day Standard
Federal 30 day Standard
_L
J I
j
D('75) JFMAM JJASO N('76)
TIME (Months)
Figure 3. Monthly average total Biochemical Oxygen Demand CBOD5) removal
for the Orange Grove Lagoon System.
31
-------
TABLE 15. MONTHLY AVERAGE TOTAL BIOCHEMICAL OXIGEN DEMAND
CONCENTRATION OF THE RAW WASTEWATER INFLUENT AND THE
EFFLUENT FROM EACH CELL IN THE ORANGE GROVE AERATED
LAGOON SYSTEM
Total biochemical oxygen demand (mg/1) - monthly average
MONTH
December '75
January
February
March
April
May
June
July
August
September
October
November '76
YEARLY MEAN
INFLUENT
177
214
198
192
178
175
171
133
151
170
171
206
176
CELL Al
49
59
68
76
67
58
66
53
56
62
82
73
62
CELL A2
53
59
57
50
59
45
56
34
45
48
58
47
50
EFFLUENT
24
26
20
25
26
21
23
20
25
30
34
29
25
A weighted average influent BODs was calculated as 176 mg/1 over the
study period. This represents a per capita raw waste loading of 0.1 kg BODs/
person/day (0.22 Ib BODs/person/day) ., The actual organic loading to Pond Al
was 504 kg BODs/ha-d (450 Ib BOD /ac/day) compared to the design loading of
374 kg BOD5/ha-d (334 Ib BOD /ac/day) . During the study Cell Al was therefore
overloaded by approximately 26%. Cell A2 which was designed for an organic
loading of 86 kg BODs/ha-d (76.8 Ib/ac/day) experienced an actual loading of
117 kg BOD5/ha'd (104 Ib/ac/day) .
Calculations based on weighted monthly average values indicate a 64.7%
reduction in Cell Al with an additional 18.8% removal in Cell A2. The settl-
ing Cell S2 accounted for a 49.6% reduction of its incoming
Overall total BODs removal averaged 71.4% through the two lagoons with
an average effluent total BODs °f 25 mg/1. As shown by Table 15 and Figure 3
secondary criteria of 30 mg/1 (30 day monitoring) and 45 mg/1 (7 consecutive
day limit) was met for all months. The stringent permit level of 15 mg/1
BODs set D7 tne Mississippi Air and Water Pollution Control Commission owing
to discharge into a water quality limited segment, however, was exceeded in
all cases. It should be noted that without incorporation of a final settling
cell to remove suspended solids, secondary treatment quality effluent would
have been unattainable. As shown in Figure 3 effluent organic concentrations
were relatively unaffected by seasonal fluctuations. The great buffer capac-
ity of the lagoon system to reduce influent varability is also reflected by
32
-------
Figure 3. While most of the BOD5 is-removed in Cell Al, the second cell in
series provides additional polishing with reserve capacity to handle influent
organic variation.
Soluble Biochemical Oxygen Demand
The monthly average effluent soluble BOD 5 concentrations for each sam-
pling location are reported in Table 16 and shown graphically in Figure 4.
The monthly average effluent soluble BOD5 for the entire system varied from
10 mg/1 (February) to 22 mg/1 (October), with a yearly mean of 15 mg/1.
This value is 42.5% less than the total effluent BOD5 observed. Thus, if
total effluent solids were removed by some polishing process an overall
removal of 91.7% would be realized over the study period with effluent
concentrations less than the state requirement of 15 mg/1 being reported for
six of the twelve months studied. Total to soluble BODs accumulative remov-
als of 79.3%, 84.4%, and 91.7% were found for Cells Al, A2, and S2 respec-
tively.
The importance of the second aeration cell is better demonstrated by
reviewing soluble BODs removals. Approximately 25% of the influent soluble
BOD5 was stabilized by Cell A2 with effluent quality meeting secondary stan-
dards 8 out of 12 months (yearly average 28 mg/1). The importance of the
settling cell in terms of soluble organic removal is emphasized by Figure 4.
TABLE 16. MONTHLY AVERAGE SOLUBLE BIOCHEMICAL OXYGEN DEMAND
CONCENTRATION OF THE KAW WASTEWATER INFLUENT AND THE
EFFLUENT FROM EACH CELL IN THE ORANGE GROVE AERATED
LAGOON SYSTEM
Soluble biochemical oxygen demand (mg/1) - monthly average
MONTH
December '75
January
February
March
April
May
June
July
August
September
October
November '76
YEARLY MEAN
INFLUENT
94
88
84
117
79
76
71
55
68
74
74
119
CELL Al
32
41
46
35
36
31
37
29
36
38
41
42
CELL A2
25
31
31
31
26
25
29
20
28
30
36
28
EFFLUENT
12
16
10
16
11 .
12
14
13
16
18
22
17
78
36
28
15
33
-------
120 r-
100 -
D('75) J
A.MJJ
TIME (Months)
N('76)
Figure 4. Monthly average soluble BODs removal for the Orange Grove Lagoon
System.
34
-------
Removal trends were similar to those observed for total BOD reductions
with little or no seasonal correlation. Soluble influent BOD accounted for
approximately 45% of the total. There exists no federal or state discharge
standards for soluble
Total Chemical Oxygen Demand (TCOD)
The monthly average total COD values observed at each sampling location
are shown in Table 17 and Figure 5. The influent monthly average total COD
ranged from a maximum of 510 mg/1 in December to a minimum of 164 mg/1 during
October. Generally, higher concentrations were experienced during the low
flow winter months . A weighted average influent total COD of 332 mg/1 was
reported during the study period. Accumulative total COD reductions were
71.5%, 76.2%s and 80.1%, respectively for Cells Al, A2, and S2. These rela-
tively high COD reductions accounted for an average system effluent concen-
tration of 66 mg/1. As with the BODs data, almost all organic reduction
occurs in Cell Al with Cells A2 and S2 providing some additional polishing and
variability reductions. Seasonal fluctuations in effluent quality does not
appear significant .
TABLE 17. MONTHLY AVERAGE TOTAL CHEMICAL OXYGEN DEMAND (COD)
CONCENTRATION OF THE RAW WASTEWATER INFLUENT AND THE
EFFLUENT FROM EACH 'CELL IN THE ORANGE GROVE AERATED
LAGOON SYSTEM
Total chemical oxygen demand (mg/1) — monthly average
INFLUENT CELL Al CELL A2 . EFFLUENT
MONTH
December ' 75
January
February
March
April
May
June
July
August
September
October
November '76
YEARLY MEAN
510
457
459
369
431
291
359
203
201
230
164
324
332
105
96
105
98
105
120
101
80
86
82
101
108
95
87
82
90
95
92
111
81
61
75
65
81
86
79
88
71
77
78
68
69
63
51
66
58
66
_8J
66
35
-------
500
TOTAL COD (mg/1)
400 -
CO
S
§
I
300 -
200
Influent
Cell Al
Cell A2
Effluent
D('75) J F M A M
100 *- —
Figure 5. Monthly average total Chemical Oxygen Demand (COD) removal for the
Orange Grove Lagoon System.
36
-------
Soluble Chemical Oxygen Demand (SCOP)
The monthly average effluent soluble COD concentrations for each cell
is shown in Table 18 and Figure 6. The average soluble COD influent concen-
tration of 103 mg/1 represents 31% of the influent total COD. Removal trends
followed those observed for total COD. Accumulative soluble COD reductions
for Cells Al, A2, and S2 were 48.8%, 59.5%, and 61.5%, respectively, jResid-
ual effluent soluble COD ranged from 32 to 56 mg/1 with a mean of 40 mg/1.
If complete solids separation was achieved, COD removal (total influent to
soluble effluent) would approach 88%. Due to the long residence time! employ-
ed by the lagoon system higher COD reductions are generally experienced as
compared to activated sludge or trickling filter treatment methods. !There
currently exists no federal or state discharge requirements for COD effluent
levels for the Orange Grove Lagoon System.
SOLIDS REMOVAL
Results of total and volatile solids reduction by the lagoon system is
discussed as follows.
TABLE 18. MONTHLY AVERAGE SOLUBLE CHEMICAL OXYGEN DEMAND (SCOD)
LEVELS OF THE RAW WASTEWATER INFLUENT AND THE EFFLUENT
FROM EACH CELL IN THE ORANGE GROVE AERATED LAGOON SYSTEM
Soluble chemical oxygen demand (mg/1) - monthly average
MONTH
December ' 75
January
February
March
April
May
June
July
August
September
October
November '76
YEARLY MEAN
CELL Al
60
56
55
52
55
56
46
46
51
49
57
69
CELL Al
42
41
36
46
40
46
42
37
39
45
47
54
EFFLUENT
36
38
35
41
38
45
45
32
' 44
43
51
56
103
53
42
40
37
-------
160 -
140 -
Influent
y\ --- Cell Al
---- C] ---- Cell A2
— — "~— Effluent
I I I
20 -
D('75) J F
A M J J
TIME (Months)
S 0 N('76)
Figure 6. Monthly average soluble COD removal for the Orange Grove Lagoon
System.
38
-------
Total Suspended Solids (TSS)
The monthly average total suspended solids concentrations for raw
sewage influent and lagoon effluents are presented in Table 19 and Figure 7.
The monthly average raw sewage influent suspended solids concentration
ranged from 291 mg/1 in January to 117 mg/1 in October. The yearly average
level was 194 mg/1 which is representative of typical domestic sewage. A
wide variation of TSS concentrations was experienced during the study period
as shown by Figure 7.
The final effluent monthly average suspended solids concentration varied
from 16 mg/1 in October to a high of 50 mg/1 d.uring February. A yearly aver-
age of 31 mg/1 TSS was observed which is near the regulatory limit of 30 mg/1.
Sampling results for the 30 day monitoring periods indicated 30 day average
values of 32, 34, 27, and 19 mg/1 for respective months of January, April,
July, and September. Only during the month of February was the 45 mg/1 seven
day average value exceeded.
Data indicates an overall 84.1% reduction of TSS with about 74% removal
occurring in the first lagoon. This data is somewhat misleading, however,
since effluent solids from the lagoon system were primarily algae cells. The
settling pond was effective in reducing the influent TSS by about 31%. While
this cell was designed for a 2.5 day detention period at a flow of 1325 m3/day
TABLE 19. MONTHLY AVERAGE SUSPENDED .SOLIDS CONCENTRATION OF THE RAW
WASTEWATER INFLUENT AND THE EFFLUENT FROM EACH CELL IN THE
ORANGE GROVE AERATED LAGOON SYSTEM
Suspended solids (mg/1) - monthly average
MONTH
December '75
January
February
March
April
May
June
July
August
September
October
November '76
YEARLY MEAN
INFLUENT
233
291
184
195
172
145
272
191
122
146
117
171
CELL Al
38
36
52
53
52
51
98
56
61
42
75
40
CELL A2
46
43
50
44
65
45
59
49
44
21
38
25
EFFLUENT
42
32
50
42
34
38
38
27
30
19
16
36
194
50
44
31
39
-------
300 ,—
TOTAL SUSPENDED SOLIDS (mg/1)
Federal and State Standard^
D('75) J
M A M J J
TIME (Months)
N('76)
Figure 7. Monthly average total suspended solids removal for the Orange
Grove Lagoon System.
40
-------
(350,000 gpd), operation during the study resulted in an actual flow of about
674 m3/day (178,000 gpd). Actual detention time in settling Cell S2, then
was almost 5 days which tended to enhance algae growth.
Volatile Suspended Solids (VSS)
The monthly average effluent volatile suspended solids (VSS) concentra-
tions observed at each sampling station are reported in Table 20 and graphi-
cally illustrated in Figure 8. Trends are similar to those for TSS previously
discussed. Both influent and effluent TSS exhibited a 70% volatile content.
System volatile solids reduction averaged 84.2% with about 73% being removed
in the first cell. Data indicates approximately 0.35 mg BOD5/mg TSS or about
0.5 mg BOD5/mg VSS. Currently, no state or federal discharge limitations
have been established for effluent VSS levels.
NUTRIENT REMOVAL
Lagoon system performance in terms of nutrient removal was assessed by
monitoring concentrations of ammonia, total Kjeldahl, nitrite, and nitrate
nitrogens and total phosphorus. Results are discussed as follows:
TABLE 20. MONTHLY AVERAGE VOLATILE SUSPENDED SOLIDS CONCENTRATION
OF THE RAW WASTEWATER INFLUENT AND THE EFFLUENT FROM EACH
CELL IN THE ORANGE GROVE AERATED LAGOON SYSTEM
Volatile suspended solids (mg/1) - monthly average
MONTH
December '75
January
February
March
April
May
June
July
August
September
October
November '76
YEARLY MEAN
INFLUENT
176
230
136
147
126
95
167
105
70
104
94
123
CELL Al
33
33
44
41
43
35
63
33
42
30
55
27
CELL A2
43
36
44
32
46
28
39
26
28
13
30
11
EFFLUENT
39
26
36
28
25
29
27
14
18
12
9
19
136
37
31
22
41
-------
VOLATILE SUSPENDED SOLIDS (mg/1)
DC75) J
AM J J
TIME '(Months)
N('76)
Figure 8. Monthly average volatile suspended solids removal for the Orange
Grove Lagoon System.
42
-------
Ammonia Nitrogen (NHg-N)
Tables 21 and 22 tabulate respectively average monthly total and solu-
ble ammonia concentrations observed at sampling locations during the study
period. Results are also graphically illustrated in Figures 9 and 10.
The total ammonia influent concentration ranged from a high of 20.0 mg/1
in November (low flow) to a low of 11.6 mg/1 during July (high flow period)
with a yearly weighed mean of 15.0 mg/1. The soluble NHs-N content repre-
sented approximately 92% of the total concentrations at all sample locations.
Consequently, complete removal of solids would not result in significant
additional ammonia reductions. As shown by Figures 9 and 10 very high re-
movals were affected within the first cell during summer months (June through
August). NHs-N assimilation by the biomass during this time was greatest due
to temperature influence on metabolic rates. During the summer total NHs-N
removal averaged 79% with an average residual of 2.7 mg/1. Increases in total
and soluble NHa-N levels, however, were noted following both the second aera-
tion cell and settling basin for the months of June through November. This
may be attributable to the higher temperatures increasing benthic decomposi-
tion rates of settled sludge solids and algae cells with subsequent feedback
of ammonia to the overlying waters. Chlorination following sampling location
L3 may have resulted in algae cell death with release of NH3-N into solution.
TABLE 21. MONTHLY AVERAGE TOTAL AMMONIA NITROGEN (NH3-N)
CONCENTRATION OF THE WASTEWATER INFLUENT AND EFFLUENT
FROM EACH CELL IN THE ORANGE GROVE AERATED LAGOON SYSTEM
Total ammonia nitrogen (mg/1) - monthly average
MONTH
December '75
January
February
March
April
May
June
July
August *
September
October
November '76
YEARLY MEAN
INFLUENT
19.0
16.5
14.0
15.2
15.1
19.3
13.8
11.6
16.8
14.2
13.5
20.0
15.0
CELL Al
11.6
11.5
12.4
12.7
11.3
15.0
1.8
3.2
1.4
6.2
0.7
7.5
8.0
EFFLUENT
7.5
7.3
3.1
0.9
3.1
5.8
4.1
5.0
4.8
6.1
9.9
9.4
5.5
43
-------
20 i—
18 -
16 -
14 —
12 -
10 -
1
g
U Q
I
N, /
; v
w^ *4
-
\
^ J
v?
• , V'V ,
TOTAL NH3-N (mg/1)
\
\ £
n A
8 \ / — — o—
i V-^-
l D Q_
^™ ^^*C )^"
1
I
i
j— i r C
\'ff^
\r/\ i
YA?/
k \(
r i i r i
4
~"~ Influent
— Cell Al
— Cell A2
— . Effluent
9-^
f'i
M /
( /
V
i j
6
4
2
DC 75) J F M A M J J A S 0 N('76)
TIME (Months)
Figure 9. Monthly average total ammonia removal for the Orange Grove Lagoon
System.
44
-------
SOLUBLE NH3-N (mg/1)
DC'75) J F M A M J J A S 0 N(.'76)
Influent
--Ar Cell Al
—Q-. — Gell A2
•O~— Effluent
'*f
Figure 10. Monthly average soluble ammonia removal for the Orange Grove
Lagoon System.
45
-------
TABLE 22. MONTHLY AVERAGE SOLUBLE AMMONIA NITROGEN (NH3-N) LEVEL
OF THE WASTEWATER INFLUENT AND THE EFFLUENT FROM EACH
CELL IN THE ORANGE GROVE AERATED LAGOON SYSTEM
Soluble ammonia nitrogen (mg/1) - monthly average
MOHTH
December '75
January
February
March
April
May
June
July
August
September
October
November '76
YEARLY MEAN
INFLUENT
17.9
15.9
12.9
14.6
13.9
14.3
12.7
10.8
16.3
13.1
12.6
17.6
13.9
CELL Al
11.2
11.1
12.2
11.5
10.5
12.3
1.3
2.8
0.7
5.7
0.7
7.0
7.4
CELL A2
7.3
6.8
0.5
2.3
2.5
5.4
2.7
4.1
2.8
5.7
5.8
9.2
4.7
EFFLUENT
7.4
7.2
3.0
0.7
2.8
5.2
3.5
4.3
4.6
5.6
8.8
8.9
5.1
Effluent levels of both total and soluble ammonia were lowest during
the period from February through August. A low of 0.9 mg/1 NH3-N was observ-
ed for March and a high of 9.9 mg/1 total NH3-N was reported during October.
The yearly average system reduction was 63.7% with a residual of 5.5 mg/1.
No effluent limits for total or soluble ammonia nitrogen exists for the
Orange Grove facility.
Kjeldahl Nitrogen (KN)
Kjeldahl nitrogen is composed of both organic and ammonia nitrogen.
The numerial difference between the Kjeldahl nitrogen and NH3-N concentra-
tions yields the organic nitrogen level in a given sample. Both total and
soluble average monthly Kjeldahl nitrogen concentrations observed during the
study are presented in Tables 23 and 24 respectively. Results are shown
graphically in Figures 11 and 12.
The average influent TKN recorded over the twelve months of data col-
lection was 26.2 mg/1 with a range of 20.6 mg/1 (July) to 30.4 mg/1 (April).
The soluble fraction accounted for approximately 73% of the TKN at all loca-
tions except the final effluent which was characterized by an 83% soluble
contribution.
Removal trends followed those for NH3-N with significant reductions in
Cell Al during June, July, and August as expected. Also, as with NH3-N data,
slight increases were observed during these months in the effluent from Cell
A2^ Lowest effluent concentrations were found during the period from February
46
-------
TABLE 23. MONTHLY AVERAGE TOTAL KJELDAHL NITROGEN (TKN)
CONCENTRATIONS OF THE RAW WASTEWATER INFLUENT AND THE
EFFLUENT FROM EACH CELL IN THE ORANGE GROVE LAGOON SYSTEM
MONTH
December '75
January
February
March
April
May
June
July
August
September
October
November '76
YEARLY MEAN
Total
INFLUENT
29.7
29.0
21.0
30.9
30.4
29.4
26.6
20.6
25.6
23.6
24.4
26.3
26.2
kjeldahl nitrogen
CELL Al
19.4
19.0
19.6
20.4
19.2
23.5
9.3
9.0
8.1
12.6
8.4
10.3
14.9
(mg/1) - monthly
CELL A2
13.1
13.6
6.7
9.5
9.6
12.1
9.5
9.9
9.5
11.0
12.5
12.2
10.9
average
EFFLUENT
12.1
12.5
8.2
5.8
7.8
10.1
8.0
8.8
9.4
10.4
13.2
11.4
9.8
TABLE 24. MONTHLY AVERAGE SOLUBLE KJELDAHL NITROGEN (SKN) LEVELS
OF THE RAW WASTEWATER INFLUENT AND THE EFFLUENT FROM
EACH CELL IN THE ORANGEGROVE AERATED LAGOON SYSTEM
MONTH
December '75
January
February
March
April
May
June
July
August
September
October
November '76
Soluble
INFLUENT
26.6
25.2
18.2
18.1
20.7
20.4
17.4
14.8
21.4
17.9
19.2
20.9
kjeldahl nitrogen
CELL Al
16.1
11.0.
15.8
16.5
14.9
18.7
4.7
5.9
4.6
9.8
3.9
8.6
(mg/1) -
CELL A2
9.9
10.4
3.4
5.3
5.2
9.6
6.2
7.4
6.1
9.5
10.1
11.0
monthly average
EFFLUENT
9.1
10.5
5.9
3.4
5.5
8.6
7.0
7.4
7.8
9.2
12.4
10.5
YEARLY MEAN
19.8
10.6
8.0
8.1
47
-------
§
S
u
Influent
/V Cell Al
Q Cell A2
——'O~""" Effluent
lilt
2 _
D('75) J
A M J J
TIME (Months)
0 N('76)
Figure 11. Monthly average total Kjeldahl nitrogen removal for the Orange
Grove Lagoon System.
48
-------
SOLUBLE TKN (mg/1)
Influent
Cell Al
Cell A2
•——-—— Effluent
I 1 I I
D('75) J F M A M
Figure 12. Monthly average soluble Kjeldahl nitrogen removal for the Orange
Grove Lagoon System.
49
-------
through August. Average effluent Kjeldahl nitrogen content was 9.8 and 8.1
mg/1 respectively for total and soluble concentrations. These represent over-
all system reductions of 62.4% and 59.0%. Effluent limitations as imposed by
the Mississippi Air and Water Pollution Control Commission limit TKN levels
to 6.0 mg/1. Consequently, the system violated this criteria eleven of the
twelve months studied.
Nitrite and Nitrate Nitrogen (N02& Nffj-N)
Lagoon system performance as indicated by nitrite and nitrate levels is
summarized in Table 25 and Figure 13. Nitrite nitrogen is an intermediate
which is quickly oxidized to the nitrate species. The presence of these
forms indicate the activity of specific bacterial population (Nitrosomonas
and Nitrobacter respectively) and the relative stability of the effluent. As
shown by Figure 13 highest concentrations of both NO;? and NOs were observed
from February through March. It would be expected, however, that highest
levels would be experienced during summer months when metabolic activity of
the.nitrifiers is greatest. If one examines the data, one notes oxygen con-
centrations in Cell A2 to be less than or equal to about 2 mg/1 for the
months of July through November. Hence nitrification was inhibited during
this period due to low oxygen content. If higher dissolved oxygen levels
were provided, it is anticipated that nitrite and nitrate levels would have
increased with concurrent decreases in TKN and NH3-N concentrations.
TABLE 25. MONTHLY AVERAGE NITRITE (N02-N) AND NITRATE (N03-N)
CONCENTRATIONS OF THE EFFLUENT FROM SECOND AERATION CELL
A2 IN ORANGE GROVE AERATED LAGOON SYSTEM
75
MONTH
December
January
February
March
April
May
June
July
August
September
October
November '76
NITRITE-NITROGEN (mg/1)
0.37
0.60
1.73
0.25
1.12
1.60
0.77
0.50
0.33
0.10
0.28
0.04
MONTHLY AVERAGE NITRATE-NITROGEN (mg/1)
1.94
2.75
5.10
6.50
6.06
3.90
1.19
0.38
0.19
0.12
0.35
0.19
YEARLY MEAN
0.61
2.36
50
-------
3.0 r-
6.0 —
NOJ-N & NOj-N (mg/X)
4.0 —
§
1
2.0
•N Cell A2
•N Cell A2
DC 75) J
A M J J A
TIME (Months)
S 0 N('76)
Figure 13. Monthly average nitrite and nitrate removals for the Orange Grove
Lagoon System.
51
-------
Total Phosphorus
Mean monthly total phosphorus concentrations, measured as P, recorded
during the study period are presented in Table 26 and Figure 14. Influent
concentrations ranged from a high of 12.4 mg/1 in March to a low of 6.8 mg/1
during July. The average yearly influent phosphorus concentration was re-
ported as 9.1 mg/1. Approximately 15.4% of the total phosphorus was removed
within the aeration cells with a total system removal of 30.8% being observed.
The average effluent level was 7.5 mg/1. Removal efficiencies were relatively
unaffected by seasonal variation. Removal is attributable to phosphorus
assimilation by micro and macroorganisms within the treatment system.
TABLE 26. MONTHLY AVERAGE TOTAL PHOSPHORUS LEVELS OF THE RAW
WASTEWATER INFLUENT AND THE EFFLUENT FROM CELL A2 AND
S2 IN THE ORANGE GROVE AERATED LAGOON SYSTEM
Total phosphorus (mg/1) - monthly average
MONTH
December '75
January
February
March
April
May
June
July
August
September
October
November '76
YEARLY MEAN
INFLUENT
7.7
8.2
9.5
12.4
11.1
9.9
9.3
6.8
7.9
9.5
9.6
10.3
9.1
CELL A2
6.3
6.9
7.9
7.7
7.3
8.9
7.5
6.8
8.2
9.1
8.9
9.3
7.7
EFFLUENT
6.1
6.9
7.7
7.6
6.9
8.5
7.2
6.7
7.3
8.4
9.1
10.0
7.5
FECAL COLIFORM
Study results for fecal coliform reductions are listed in Table 27 and
graphically illustrated by Figure 15. Fecal coliform concentrations from
Cell A2 prior to chlorination were relatively low during the winter period
(December-March) and then increase rapidly. Only during January and February
did S2 effluent counts indicate compliance with Federal and State standards
of 200 colonies/100 ml. Non-compliance was due to low residual chlorine
levels maintained.
As previously noted chlorination was affected prior to the final settl-
ing basin where residual chlorine was monitored. The actual average detention
time during the study in Cell S2 was about five days. Hence maintaining a
52
-------
TOTAL PHOSPHORUS (mg/1)
(as P)
Influent
Cell A2
Effluent
D('75) JFMAMJJASO N('76)
TIME (Konths)
Figure 14. Monthly average total phosphorus removal for the Orange Grove
Lagoon System.
53
-------
200
180
160
140
o 120
P-4
I
§ 100
o
3 80
60
40
20
Cell A2
Effluent
P
V"
-cT
/•H
I
J I
D('75) J'FMAMJJASO N('76)
TIME (Months)
Figure 15. Monthly geometric mean fecal coliform removals for the Orange
Grove Lagoon System.
54
-------
high effluent residual was very difficult.
tributed to these low residuals.
Equipment malfunctions also con-
A more efficient chlorination chamber and reduced retention in Cell S2
along with better operational control should result in compliance to fecal
coliform standards.
TABLE 27. MONTHLY GEOMETRIC MEAN FECAL COLIFORM COUNT (#/100 ml)
OF THE EFFLUENT FROM CELLS A2 AND S2 IN THE ORANGE
GROVE AERATED LAGOON SYSTEM
Fecal coliform concentration (#/100 ml) monthly geometric means
MONTH
December '75
-January
February
March
April
May
June
July
August
September
October
November
YEARLY MEANS
-CELL A2
12,120
18,708
7,838
13,828
103,288
209,690
116,130
84,979
127,382
189,332
221,537
133,219
101,030
FINAL EFFLUENT (S2)
509
169
122
1,223
2,930
2,457
2,687
947
10,782
12,506
21,638
58,744
6,725
ALGAE
Mean monthly algae cell counts for the effluents from each aeration
basin and final settling cell are presented in Table 28 and Figure 16. As
indicated the highest counts were recorded in the second aeration cell except
during the months of October and November when greater counts were observed
in Cell Al. Mean algae cell concentrations for Al, A2, and S2 were 155,600,
202,600, and 119,000 cells/ml respectively. The lower levels found in the
effluent are due in part to chlorination prior to the final settling basin.
No apparent seasonal trends were noted.
ALKALINITY
The average monthly alkalinity (as CaC03) of the raw wastewater influent
and effluent from each cell is presented in Table 29 and Figure 17.
Alkalinity is a measure of the buffer capacity of a given water. It
consists of carbonate, bicarbonate, and hydroxide components. The amount and
forms present will be a function of bacterial and algae activity, pH, and the
55
-------
TABLE 28. MONTHLY AVERAGE ALGAE CELL COUNT (#/ml X 103) OF THE
EFFLUENT FROM EACH CELL IN THE ORANGE GROVE AERATED
LAGOON SYSTEM
MONTH
December ' 75
January
February
March
April
May
June
July
August
September
October
November ' 76
YEARLY MEAN
Algae cell count
CELL Al
8.47
63.33
56.00
69.70
275.33
59.09
53.00
117.77
118.00
215.67
356.00
312.00
155.60
(#/ml X 103) -, monthly
CELL A2
79.33
174.33
149.00
170.90
418.33
133.00
83.00
135.95
203.00
219.25
94.00
120.00
202.60
average
EFFLUENT
58.08
116.83
110.00
130.00
201.83
89.00
73.00
81.50
96.40
142.85
18.00
93.00
119.00
TABLE 29. MONTHLY AVERAGE ALKALINITY (AS CaC03) CONTENT OF THE
RAW WASTEWATER INFLUENT AND THE EFFLUENT FROM EACH CELL
IN THE ORANGE GROVE AERATED LAGOON SYSTEM
MONTH
December '75
January
February
March
April
May
June
July
August
September
October
November '76
YEAKLY MEAN
Alkalinity
INFLUENT
142
133
132
154
147
153
131
118
138
147
156
173
140
(mg/1 as CaC03)
CELL Al
124
121
129
134
133
147
93
85
85
124
104
129
117
- monthly
CELL A2
98
96
53
74
78
106
99
96
101
128
142
147
101
average
EFFLUENT
87
93
66
58
75
102
102
96
105
123
136
141
98
56
-------
360 •—
300 —
280 —
260
240 —
o
u
53
3
ALGAE CELL COUNT (#/ml
——^_V—— Cell Al
— Cell A2
——O~~~ Effluent
D('75) JFMAMJJASO N('76)
TIME (Months)
Figure 16. Monthly average algae cell count for the Orange Grove Lagoon
System.
57
-------
180 r-
ALKALINITY (mg/1 as CaC03)
Influent
- --- J/J --- Cell Al
Cell A2
— -~ ~"~ Effluent
D('75) J F M A M J J A S 0 N('76)
TIME (Months)
Figure 17. Monthly average alkalinity concentrations for the Orange Grove
Lagoon System.
58
-------
chemical composition of the sample. Mean concentrations observed for the
Orange Grove Lagoon System were 140 mg/1, 117 mg/1, 101 mg/1 and 98 mg/1 as
CaC03 for raw influent, Al effluent, A2 effluent, and S2 effluent respective-
ly. An overall average system alkalinity reduction of 30.1% was calculated
from the collected data. Lowest values were observed during July through
August for the first aeration cell where bacterial activity (and hence C02
production) was greatest. Alkalinity content was significantly reduced dur-
ing the winter months in Cells A2 and S2. Commencing in July, an increasing
trend in alkalinity content was noted for all cells which corresponded with
raw influent observations.
TEMPERATURE, pH, AND DISSOLVED OXYGEN (DO)
Due to significant diurnal variations measurements of temperature, pH,
and dissolved oxygen were made in situ. Values, therefore, reflect the time
at which sampling was performed.
Temperature
The average monthly and yearly temperatures observed at each sampling
location in the Orange Grove Lago.on System are reported in Table 30.
TABLE 30. MONTHLY AVERAGE TEMPERATURE OF THE RAW WASTEWATER
INFLUENT AND THE EFFLUENT FROM EACH CELL IN THE
ORANGE GROVE AERATED LAGOON SYSTEM
MONTH
December '75
January
February
March
April
May
June
July
August
September
October
November ' 76
YEARLY MEAN
Temperature °C
INFLUENT CELL Al
19.7
18.6
19.4
16.6
21.9
23.7
26.1
27.0
28.3
28.0
26.4
17.7
23.4
12.3
13.7
19.2
15.6
21.8
23.0
27.7
29.0
29.4
27.0
24.3
18.0
22.3
monthly averages
CELL A2
10.7
12.0
19.2
15 ..6
21.8
23.0
28.0
29.0
28.9
26.0
24.0
19.0
21.8
EFFLUENT
10.9
12.0
18.8
15.3
21.4
22.4
26.9
28.0
28.1
25.0
23.6
18.0
21.2
59
-------
As expected the highest temperatures were observed during the summer
months of July -? September with the lowest being recorded during December and
January. These winter months also experienced the greatest temperature drop
through the treatment system (an 8.8°C loss). Average yearly temperature
values were 23.4, 22.3, 21.8, and 21.2°C for the wastewater influent and ef-
fluents from Cell Al, A2, and S2, respectively. These results do not indi-
cate a significant change through the system.
2H
Monthly medians and ranges of pH for the raw wastewater and cell ef-
fluents are given in Table 31. As indicated, little pH variation was observed
between sampling locations. Seasonal trends were also negligible. The in-
fluent pH ranged from 6.8-7.5; whereas, the effluent ranged from 6.8-7.5.
Thus, the system was in compliance with secondary standards of 6.5 to 9.0 and
state limits of 6.0 to 7.8.
TABLE 31. MEDIAN AND RANGES OF pH VALUES OF THE RAW WASTEWATER
INFLUENT AND THE EFFLUENT FROM EACH CELL IN THE ORANGE
GROVE AERATED LAGOON SYSTEM
pH - monthly medians and ranges
MONTH
December '75
January
February
March
April
May
June
July
August
September
October
November '76
INFL
Median
7.1
7.1
7.0
6.7
7.1
7.5
7.1
7.1
7.1
7.2
7.3
7.1
DENT
Range
6.8-7.2
6.8-7.2
6.6-7.2
5.8-7.3
6.7-7.7
7.2-7.7
7.1-7.2
6.7-7.6
6.9-7.4
6.9-7.5
7.1-7.3
6.9-7.3
CELL
Median
7.1
7.2
7.2
7.4
7.4
7.6
7.3
7.3
7.2
7.4
7.5
7.4
Al
Range
6.9-7.4
6.8-7.4
7.1-7.5
7.1-7.5
6.8-7.8
7.4-7.9
7.2-7.5
7.0-7.7
7.0-7.5
6.9-7.7
7.2-7.6
7.0-7.5
CELL
Median
7.2
7.3
6.8
7.1
7.3
-7.5
7.4
7.3
7.2
7.1
7.0
6.8
A2
Range
6.9-7.4
6.9-7.4
6.4-7.1
6.8-7.4
6.8-7.6
7.4-7.7
7.3-7.5
7.0-7.8
7.1-7.4
6.6-7.7
6.6-7.1
6.7-7.2
EFFI
Median
7.2
7.2
7.1
7.0
7.2
7.6
7.3
7.3
7.2
7.2
6.9
7.1
UENT
Range
6.9-7.4
6.9-7.7
6.8-7.3
6.8-7.6
6.7-8.0
7.4-7.6
7.2-7.4
6.9-7.5
7.1-7.3
6.5-7.5
6.4-7.0
6.9-7.4
60
-------
Dissolved Oxygen (DO)
The average monthly and yearly average DO concentration for the waste-
water influent and lagoon contents are given in Table 32. Respective DO
levels for influent and Cells Al, A2, and S2 were 0.6, 2.8, 3.8 and 2.8 mg/1.
Influent DO was generally less than 1 mg/1 as expected. Highest pond DO
values occurred in December and January when temperatures and biological
activity were lowest. The operation period of July - November was character-
ized by low lagoon DO contents (<2.5 mg/1) which resulted in inhibition to
nitrification. This phenomena was particularly evident in the final aera-
tion cell.A2 and settling basin S2.
TABLE 32. MONTHLY AVERAGE .DISSOLVED OXJGEN CONCENTRATION OF THE RAW
WASTEWATER INFLUENT AND THE EFFLUENT FROM EACH CELL
IN THE ORANGE GROVE AERATED LAGOON SYSTEM
MONTH
December '75
January
February
March
April
May
June
July
August
September
October
November '76
YEARLY MEAN
Dissolved
INFLUENT
0.3
1.0
1.1
0.5
0.2
0.6
0.9
0.9
0.3
0.4
0.3
0.3
0.6
oxygen (mg/1)
CELL Al
4.7
3.9
3.0
3.0
1.8
3.3
2.9
2.5 ,
1.0
2.7
2.3
2.3
2.8
— monthly
CELL A2
9.3
8.1
3.5
5.2
4.3
4.2
3.1
2.2
1.1
0.9
0.8
0.9
3.8
average
EFFLUENT
6.6
6.5
2.3
. 3.6
2.5
2.4
1.8
2.0
0.5
1.1
0.9
0.8
2.8
61
-------
REFERENCES
1. Standard Methods for the Examination of Water and Wastewater, 13th
Edition. American Public Health Association, New York, New York, 1971.
2. Methods for Chemical Analysis of Water and Wastes. EPA-625-/6-74-003a,
1974.
62
-------
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TECHNICAL REPORT DATA
(Please read Instructions on the reverse before completing)
1. REPORT NO.
EPA-600/2-80-006
3. RECIPIENT'S ACCESSION NO.
4. TITLE AND SUBTITLE
PERFORMANCE EVALUATION OF THE AERATED LAGOON SYSTEM
AT NORTH GULFPORT, MISSISSIPPI
5. REPORT DATE
March 1980 (Issuing Date)
6. PERFORMING ORGANIZATION CODE
7. AUTHOR(S)
8. PERFORMING ORGANIZATION REPORT NO.
Andrew J. Englande, Jr.
9. PERFORMING ORGANIZATION NAME AND ADDRESS
Department of Environmental Health Sciences
Tulane University School of Public Health
and Tropical Medicine
New Orleans, Louisiana 70112
10. PROGRAM ELEMENT NO.
1BC822, SOS #3, Task D-l/26
11. CONTRACT/GRANT NO.
R-803899
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 - 8/1/75 to 7/31/77
14. SPONSORING AGENCY CODE
EPA/600/14
15. SUPPLEMENTARY NOTES
Project Officer: Ronald F. Lewis (513) 684-7644
16. ABSTRACT
This report from the Department of Environmental Health Sciences of Tulane Univer-
sity presents the data collected over a one-year monitoring period at the Orange Grove
Lagoon System located in Gulfport, Mississippi.
Results indicate that during the study period the treatment system did not exceed
the federal biochemical oxygen demand average monthly requirement of 30 mg/1 nor the
seven consecutive day limit of 45 mg/1. The stringent permit level of 15 mg/1 set by
the Mississippi Air and Water Pollution Control Commission, however, was exceeded in
all cases. A yearly average of 30.7 mg/1 of Total Suspended Solids was recorded. The
system never exceeded federal or state pH criteria. Fecal coliform standards of 200
colonies/100 ml were met only during the months of January and.February. Non-compliance
was due to low residual chlorine levels resulting from poor design and operational
control. Other parameters were monitored, summarized, and discussed.
From the results, well designed and operated multi-celled aerated lagoons in
similar climates should be capable of meeting the Federal Secondary Treatment Standards.
Additional polishing may be required if there are more stringent limitations imposed
for discharge into water quality limited receiving waters.
17.
KEY WORDS AND DOCUMENT ANALYSIS
DESCRIPTORS
b.lDENTIFIERS/OPEN ENDED TERMS
c. COSATI Field/Group
Waste treatment
*Lagoons (ponds)
*Performance evaluation
*Design criteria
Chemical analysis
Physical tests
Aerated
13B
18. DISTRIBUTION STATEMENT
Release to Public
19. SECURITY CLASS (ThisReport)
Unclassified
21. NO. OF PAGES
263
20. SECURITY CLASS (This page)
Unclassified
22. PRICE
EPA Form 2220-1 (Rev. 4-77)
251
U.S. GOVERNMENT PRINTING OFFICE: 1980 -657-146/5616
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