OPERATIONS AND MAINTENANCE STUDY
VALDOSTA, GEORGIA SEWAGE TREATMENT PLANT
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Atlanta
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February, 1972
Environmental Protection Agency
Surveillance and Analysis Division
Athens, Georgia
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--•.Vnnt^n.ntal Protect! *n !"" :y
n Atlanta Federal Center
4 Library
sytft Street SAV.
The planning and operation of this project was carried out under
the supervision of Mr. B. H. Adams, Chief, Engineering Services Branch
Mr. D. T. Cafaro was project engineer and principal author of
this report.
All Environmental Protection Agency personnel are assigned to the
Surveillance and Analysis Division located at Athens, Georgia. The
Division is under the direction of Mr. J. A. Little.
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TABLE OF CONTENTS
SECTION Page No.
INTRODUCTION 1
SUMMARY AND CONCLUSIONS 3
RECOMMENDATIONS 9
DESCRIPTION OF STUDY AREA 12
STREAM STANDARDS 12
HYDROLOGY 15
DESCRIPTION OF SEWERAGE TREATMENT SYSTEMS 16
MODIFIED ACTIVATED SLUDGE PLANT 16
COLLECTION SYSTEM 18
PERSONNEL 20
TRAINING 23
DISCUSSION OF STUDY FINDINGS 25
SCREENING AND GRIT REMOVAL 28
AERATION BASIN . 30
SEDIMENTATION 40
SLUDGE DIGESTION 42
DISINFECTION. 44
PLANT OPERATION AND MAINTENANCE. 46
OPERATION 46
Aeration Tank 47
Sedimentation. 47
Sludge Digestion 49
Chlorlnatlon 49
MAINTENANCE! 49
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WATER QUALITY IN SUGAR CREEK AND WITHLACOOCHEE RIVER . . 52
REFERENCES 56
APPENDICES
APPENDIX A, PLANT FLOW
APPENDIX B, VALDOSTA CITY SEWER ORDINANCE
APPENDIX C, STUDY DATA
APPENDIX D, SAMPLING PROCEDURES - ANALYTICAL METHODS - SAMPLING
LOCATIONS
APPENDIX E, WASTE STABILIZATION POND STUDY
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iv
LIST OF FIGURES
NUMBER TITLE PAGE
1 STATION LOCATION AND STUDY AREA 13
2 PLANT SCHEMATIC 17
3 VARIATION IN DISSOLVED OXYGEN AND SLUDGE VOLUME INDEX -
AERATION BASIN CHAMBERS 31
4 INFLUENT BOD AND COD VARIATION WITH FLOW 34
5 AVERAGE INFLUENT TOTAL SUSPENDED SOLIDS AND TOTAL
VOLATILE SUSPENDED SOLIDS 35
6 TOTAL SUSPENDED SOLIDS CONCENTRATION AERATION BASIN
CHAMBERS 48
ILLUSTRATIONS
1 PLANT FACILITIES 37
2 OXIDATION POND E-4
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LIST OF TABLES
NUMBER TITLE PAGE
I WATER USE CLASSIFICATION AND SPECIFIC USE CRITERIA. . . 14
II ADJUSTED STAFF COMPLEMENT FOR ACTIVATED SLUDGE
SECONDARY TREATMENT 22
III KNOWN INDUSTRIAL DISCHARGES INTO CITY SEWER 25
IV SUMMARY OF INFLUENT AND EFFLUENT WASTEWATER - VALDOSTA
SEWAGE TREATMENT PLANT 27
V DESIGN CRITERIA 29
VI DAILY COL I FORM BACTERIA REDUCTION THROUGHOUT THE
TREATMENT PLANT 45
VII WATER QUALITY DATA SUMMARY - SUGAR CREEK-WITHLACOOCHEE
RIVER 53
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INTRODUCTION
This report contains the Environmental Protection Agency's
evaluation of the operation and maintenance at the modified activated
sludge plant serving Valdosta, Georgia. The operation and maintenance
problems associated with municipal wastewater treatment facilities are
recognized as a "weak link" in the drive for cleaner waters. In response
to this problem, the Environmental Protection Agency (EPA) is initiating
a program which will provide technical advice and assistance to help
Federally funded municipalities achieve the maximum efficiency for their
waste treatment investment. The report lists the operation and main-
enance problems existing at the plant and makes recommendations for
correcting problems and deficiencies.
The general study request originated at EPA headquarters with the
specific request from EPA's Regional Office in Atlanta. The study was
organized and conducted during September 19 - October 1, 1971, by EPA's
Surveillance and Analysis Division, Athens, Georgia. Objectives of the
study were to:
• determine influent and effluent waste characteristics;
• determine treatment efficiencies of each treatment unit —
grit chamber, aeration basin, clarifier, chlorination chamber
and sludge digestion;
• determine effect of effluent upon the receiving stream, and
• suggest methods which would enhance plant operation and
efficiency.
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Acknowledgment is gratefully extended to Valdosta and Lowndes
County personnel for their assistance in planning and conducting this
study.
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SUMMARY AND CONCLUSIONS
Waste treatment facilities serving the City of Valdosta, Georgia,
consist of a five million gallon per day (MGD) activated sludge plant
and a 22-acre oxidation pond. Operation and maintenance of the waste
treatment facilities are the responsibility of the Valdosta Department
of Water and Sewage.
The sewage treatment plant is a modification of the conventional
activated sludge process — it has no primary sedimentation. The treat-
ment plant was constructed in 1949 as a primary facility and upgraded to
the present system in July 1965. The oxidation pond was constructed in
March 1967. Both facilities were partially funded with Public Law (PL)
660 grant funds.
The study was conducted during a period of hot, dry weather at
which time the flow into the plant averaged 3.6 MGD. However, plant
records indicate that wet weather infiltration increases plant flow by
as much as 35 percent. The influent contains industrial wastes, municipal
wastes, and discharges from local septic tank cleaning services.
The plant is operating below the design capability of an activated
sludge plant — 95 percent removal for total suspended solids and 90
percent for five-day Biochemical Oxygen Demand. The following data
indicate the efficiency of plant operation prior to chlorination:
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Influent Effluent Percent
Parameter (mg/1) (lbs/day) (mg/1) (lbs/day) Removal
Biochemical Oxygen
Demand (BOD) 202 6,060 50 1,500 75
Chemical Oxygen
Demand (COD) 832 25,000 165 4,960 80
Solids, Settleable
(ml/1)
9.6
—
0.7
—
93
Solids, Suspended
517
15,500
67
2,010
87
Solids, Volatile
438
13,200
46
1,380
89
Total Nitrogen-N
17.84
536
10.2
306
43
Total Phosphorus-P
10.37
312
6.9
207
34
Flow (MGD)
3.6
3.6
Chlorine is used only for the disinfection of the effluent. Plant records
indicate that normal chlorine usage averages 6,000 pounds per month;
however, during the study, chlorine usage averaged 400 pounds per day
or twice the amount normally used. Chlorine produced excellent dis-
infection and chemical treatment of the effluent. The BOD5 reduction
after chlorination was not determined from chemical analyses because of
inaccessibility of sampling location. However, assuming a chemical
reduction of 2 mg/1 of BOD 5 for each mg/1 of chlorine added, the total
plant BOD5 reduction calculated at the discharge point into Sugar Creek
was 88 percent.
In general, operation and maintenance problems at the plant are
caused by the lack of equipment, inadequately designed units, and a
manpower shortage. The lack of operating funds and support from city
officials also contribute to poor operation and maintenance. Improvement
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of the operation and maintenance program will significantly improve
the overall plant efficiency.
The majority of the operational problems occur within the aeration
basin and sludge digestion system. Probable causes for poor operation
and "bulking" within the aeration basin are:
• Insufficient air to maintain a proper oxygen level;
• Inadequate detention time;
• Shock influent loads, and
• Insufficient control of return sludge
Corrective maintenance is needed in every major treatment unit.
The plant's flow recording system needs replacing. The drive mechanism
for conveying grit to the center of the grit chamber is inoperative.
Aeration basin airlines and diffuser heads are clogged and the sprinkler
system is partially plugged and ineffective. The sedimentation tank weirs
leak, are not level, and need more frequent maintenance. The anaerobic
digester boilers are approximately 21 years old and need to be repaired
or replaced. The digester heaters break down often and stay down for
long periods of time. The lines carrying digester gas to the flame traps
are clogged. The grounds are not properly maintained because of dependence
on another city department which has proven unsatisfactory.
Correction of the grit chamber maintenance problem, pretreatment -
for certain industrial discharges and the addition ot primary sedimentation
will significantly reduce the solids and organic load to the aeration
basin and enhance digester operation.
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Compounding the plant's operation and maintenance deficiencies are
inherent engineering design problems that need immediate correction. A
serious problem is the lack of control over sludge returned to the
aeration basin. While sludge is wasted from the sedimentation tanks to
the digesters, sludge cannot be recirculated to the aeration basin;
there may be a three-hour period when no activated sludge is mixed
with the influent sewage. There are no facilities for sampling return
sludge and wasted sludge, nor is there equipment for metering return
sludge to maintain a constant ratio of influent waste to return sludge.
Other treatment unit design inadequacies affecting plant operation
are:
• The influent pipe to the Parshall flume is too close to the
sedimentation tanks to permit free flow through the flume
during high flows.
• Additional weir length was not added to the primary clarifiers
when they were converted to secondary clarifiers and weir length
is inadequate to accommodate the activated sludge process. At
the present discharge rate of 20,000 gallons per day per foot of
weir, the clarifiers exceed the recommended level of 15,000
gallons per day per foot of weir.
• Digester capacity is not adequate to handle the waste sludge
from the activated sludge process.
• The aeration basin air supply is inadequate for the influent
organic waste load and occasional recirculation of septic sludge.
Based on the average daily flow during the study period (3.6 MGD)
and the design sludge return of 35 percent, the theoretical
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retention time in the aeration basin is 9.03 hours; however,
the poor sludge age indicate that the retention period is
insufficient.
• Provisions were not Bade for removing accumulated solids from the
chlorine contact chamber.
There are seven employees of the Department of Water and Sewage
directly involved in the operation and maintenance of Valdosta's waste
treatnent facilities. According to operational guidelines from EPA
headquarters, the plant has a manpower deficiency of 3.5 men. This
shortage does not include the operation of the city's oxidation pond.
The manpower shortage plus the lack of personnel training has severely
hampered operational flexibility.
Water quality problems were observed in the Withlacoochee River
below the Valdosta sewage treatnent plant discharge. Dissolved oxygen
concentrations less than 4.0 mg/1 and high nutrient concentrations were
observed in the Withlacoochee River at Georgia Highway 94; however, dis-
chargee fron point sources other than the Valdosta sewage treatment plant
are also contributing to the water quality degradation at this sampling
point. At the Georgia-Florida state line, water quality is indicative of
a relatively clean stream.
A special study was conducted at the city's 22-acre oxidation pond
during September 26 through October 2* 1971. Although the pond was
organically and hydraulically over loaded, the average BOD5 removal was
87 percent. The pond, designed for a population equivalent of 4,500
and a flow of 0.45 MGD, was treating 0.62 MGD of wastewater with a BOD
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population equivalent of 8,100. The pond discharges into Mud Creek, a
tributary to the Alapaha River.
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RECOMMENDATIONS
The Valdosta treatment plant increase its working staff 3.5 men to
meet Federal guidelines on staff complements for wastewater treat-
ment plants. An additional man be hired to operate and maintain
the oxidation pond.
The City increase their sewage treatment plant's operation and
maintenance budget to:
• Repair and/or replace faulty equipment; and,
• Purchase new equipment necessary to improve the
maintenance program and increase laboratory capability.
The City improve the plant's on-the-job training program and in-
crease the operational flexibility of the two night shifts.
The City use their sewer ordinance, that becomes effective April 7,
1972, to evaluate the industries connected to the city sewer and,
if necessary, require pre-treatment of industrial discharges.
Incorporate a means of pre-aerating the stale influent wastewater
prior to entering the activated sludge aeration basin.
Repair the broken drive mechanism on the grit chamber for better
settlement and collection of the grit during high flows.
A primary clarifier be added to the treatment units. Primary
settling will improve solid removals and aeration basin operation.
The air distribution system should be altered to provide tapered
aeration in the aeration basin. Supplying oxygen to the areas of
greatest need will help to eliminate the "bulking" problem.
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9. Piping alterations are needed to permit sludge return to the
aeration basin while sludge is being wasted to the digesters from
the sedimentation tanks. Meters be installed on the return sludge
pumps to permit return sludge control and quick closing sampling
valves to permit sampling of return sludge.
10. Provisions be made for sampling sludge prior to pumping from the
sedimentation tanks to the digesters. This provides the operator
with information for better utilization of the digester capacity
for solids stabilization.
11. A new sludge digestion heating system be installed or the present
system overhauled.
12. Investigate the possibility of short circuiting through the aeration
basin. If short circuiting exists, construct transverse baffles
every 40 to 50 feet in each chamber.
13. Improve the operation and maintenance of the aeration basin by:
• Cleaning all the clogged diffuser heads;
• Modifying the sprinkler system to improve foam control;
• Repairing all air line leaks;
• Adjusting the aeration chamber channel gates throughout
the day to maintain an equal flow and balanced solids
concentration, and
• Increasing the determinations for D.O. and settleable
solids in the aeration chambers to three times per
day and total suspended solids to once per day.
14. Reduce the amount of chlorine used for disinfection. Adjust the
gas chlorinator for flow to maintain a 0.5 mg/1 total chlorine
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residual in the effluent. All work shifts must be capable of
performing this function.
15. Increase the sludge drying bed capacity.
16. The following routine analyses be performed at the Valdosta plant:
X = Routine
CHECK LIST OF ROUTINE ANALYSES (2) 0 = Optional
Test SAMPLE
' Influent
Final Effluent
Raw Sludges
j
Digesting Sludges
I
Digested Sludge
Digester Supernatant
Mixed Liquor
Return Sludge
Solids Total
0
0
0
X
X
X
Suspended
X
X
X
X
X
Volatile Susp.
X
X
0
0
Settleable
X
SD1
X
PH
X
0
X
X
X
X
Temperature
X
X
D.O.
X
BOD
X
X
X
COD*
X
X
Phosphorus Total-
Phosphate
X
Ortho-Phos.
0
_ Alkalinity
Volatile Acids
C12 Residual
Total Coliform
Fecal Coliform
* May be considered routine because of industrial discharges into city,
sewer.
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DESCRIPTION OF STUDY AREA
Valdosta, the ninth largest city in the State of Georgia, is located
15 miles from the Georgia-Florida state line (Figure 1). The city is the
county seat of Lowndes County and the trade center for a 16-county
region in south Georgia and north-central Florida. Valdosta operates
under a council-manager form of government. Water and sewerage systems
are owned and operated by the city. In 1970, the city population was
32,303 and the county population 55,112. The Georgia Social Science
Association predicts county populations of 57,075 and 61,453 for 1980
and 1990, respectively. Manufacturing employment in the county is almost
6,000 jobs. Presently, 20 percent of these employees are engaged in
metals and machinery, 20 percent in forest products, 16 percent in apparel,
15 percent in textiles and 10 percent in food and agriculture. The climate
in Lowndes County is typical of other Coastal Plain areas with long hot
summers and cool winters. The average annual rainfall is 49 inches.
STREAM STANDARDS
The Alapaha and Withlacoochee Rivers are the two principal streams in
Lowndes County. Both are interstate streams and tributaries to the
Suwannee River. The Withlacoochee River receives Valdosta activated
sludge plant effluent via Sugar Creek. The Alapaha River receives
effluent from the city's oxidation pond via Mud Creek. In Georgia, both
streams are classified for fish and wildlife uses. At the state line,
Florida upgrades both classifications to recreational usage. The adopted
stream classification criteria for Georgia and Florida are listed in
Table I.
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FIGURE I
Voldotto Municipal Airport
NOTE) Th#r* or* SIM «»«• MIm
0«twMn Station *-3 end W-2
SCALE IN MILES
0 I
N
4
U.S. ENVIRONMENTAL PROTECTION AGENCY
REGION 3E
STATION LOCATIONS A STUDY AREA
VALDOSTA STP-SEPT, 1971
SURVEILLANCE ft ANALYSIS DIVISION
ATHENS GEORGIA
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Table I
WATER USE CLASSIFICATION AND SPECIFIC USE CRITERIA
STUDY REACH OF WITHLACOOCHEE AND ALAPAHA RIVERS
GEORGIA-FLORIDA
Item
GEORGIA
Fishing & Wildlife Criteria
Withlacoochee & Alapaha Rivers
Temperature F
D is solv ed Oxygen
(mg/1)
PH
Bacterial
Turbidity
Toxic Substances
Taste, odor and
color producing
substances
^93.2 and a 10° rise
^ 4.0
6.0 to 8.5
Fecal coHform monthly avg.
£5,000/100 ml, =20,000/100
ml 5% of time for 90 days.
None specified.
None in concentrations that
would harm man, fish and
game or other beneficial
aquatic life.
None specified.
FLORIDA
Recreation Criteria
Withlacoochee, Alapaha
and Suwannee Rivers
Insufficient to damage
aquatic life, vegetation, or
interfere with classified uses.
- 4.0
6.0 to 8.5
Coliform monthly avg.
-1,000/100 ml, nor to exceed
this number 20% of the time
any month.
=50 JTU above background.
Free from substances toxic
or harmful to humans,
animals, or aquatic life.
No amount sufficient to
create a nuisance.
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hydrology
The Alapaha and Withlacoochee River systems, typical of streams in
the Coastal Plain, are very sluggish with several swampy areas. The two
largest swamps are Green Bay in the northeastern part of the county and
Mud Swamp southeast of Valdosta. In contrast to the swampy areas, there
is a lime sink region (Karst topography) in the southeast corner of the
county. During low flow periods, the Withlacoochee River flows under-
ground through sink holes near U.S. Hwy 41 north of Valdosta, reappearing
further downstream.
The headwaters of the Withlacoochee River are 46 miles north of
Valdosta near Tifton, Georgia. The drainage area of the Withlacoochee
basin above Valdosta is 378 square miles. There are no continuous
streamflow recorders in the vicinity of Valdosta; however, partial records
documented by the Georgia office of the U. S. Geological Survey showed
that during the extreme low flow periods of 1954 there was no flow in
the Withlacoochee River at Valdosta.
The Alapaha River at Statenville, 18 miles southeast of Valdosta,
has a drainage area of approximately 1,400 square miles. The average
daily discharge for 48 years of record is 974 cfs. The record high and
low flows are 27,300 cfs and 16 cfs, respectively. The 7-day, 10-year
!ow flow is 26 cfs.
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DESCRIPTION OF SEWERAGE AND TREATMENT SYSTEMS
Waste treatment facilities at Valdosta consist of a 5 MGD modified
activated sludge plant (MASP) and a 22-acre oxidation pond. The treat-
ment plant was constructed in 1949 as a primary facility and upgraded to
the present system in July 1965. The oxidation pond was constructed in
March 1967. The expansion of the treatment plant and the construction
of the pond were partially funded with Federal assistance under PL 660
grants. The total eligible cost for funding was $900,950. A grant of
$270,285 was awarded to Valdosta, of which $232,900 has been paid to
date.
MODIFIED ACTIVATED SLUDGE PLANT
Wastewater enters the plant at three inlets. One inlet is a direct
line from Strickland Cotton Mill located about 0.25 miles away. The
other two inlets are from the city's sewer system. Influent wastes
first pass through bar screen and a grlt chamber (Figure 2). The plant
does not prechlorinate, comminute, or provide primary sedimentation
before the wastewater is lifted into the aeration basin which consists
of four chambers. The wastewater flow is distributed into each of the
aeration chambers by manually operated gates. Return activated sludge U
pumped from the secondary clarifiers back to the aeration basin Inlet.
Compressed air, supplied by three large air blowers (usually one is on
stand-by), is bubbled into the sewage through tteee-inch porous tile
diffuser heads located along each tank
s n tanK. bottom near one side of the tank
wall. This arrangement produces snirai fi
p uuuces spiral flow; a combination of
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FIGURE 2
SM«* Q
Grit tt—tir (16' Oia)
c «
In
12
i«
«.»
*-«
f*
I-
Iv
n
n (izs'aise'ns')
OifKtaf (ST' Oia)
OiDMMr (50' Dial
\ DigmMr (50 Oia)
n—^
I—*
-J
16 Sludge Beds at (25'x 125')
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longitudinal and rotional motion providing mixing. After aeration, the
wastewater flows by gravity into two final clarifiers for solids removal.
The settled sludge, except when pumped to the digesters, is con-
tinuously returned to the aeration basin to provide an acclimated sludge
for sewage digestion. Scum in the sedimentation tanks is mechanically
skimmed and trapped at the scum board. Pipes are available for removing
scum; however, during the study, scum was removed manually with scoops
made of fine-meshed wire cloth. Scum is hauled to the city's sanitary
landfill for disposal. Waste sludge from the sedimentation tanks is pumped
to the digesters for further water removal and stabilization. Digester
supernatant is pumped to the aeration basin and the digested sludge is
discharged to sand drying beds. The dried sludge is ultimately buried at
the city's sanitary landfill or used as a soil conditioner by the City.
A clay tile underdrain beneath the drying beds returns filtrate to the
plant influent.
COLLECTION SYSTEM
All wastewater collected north of Branch Street is transported to
the treatment plant; wastewater collection south of Branch Street goes
to the oxidation pond (Figure 1). There are four main collection areas
in Valdosta. Several smaller collection areas are served by sub-trunk
sewers and lift stations that discharge to one of the main lines. There
are also small auxiliary lift stations in the fringe areas to handle
recent sewer connections. The city has about 11,300 sewer connections;
approximately 2,000 connections discharge to the pond and the remainder
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to the treatment plant- The city has under construction a force main
and intercepter which will help to minimize excessive infiltration and
will collect additional wastes from the rapidly expanding area in the
northeast section of the city. Plant records indicate a 35 percent in-
crease in flow during wet weather.
The prinicpal areas of growth have been away from the treatment
plant in the north and northeast sections of the city. The extension
of the collection system to serve this growth has increased travel
times and is producing a stale waste at the treatment plant inlet.
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PERSONNEL
The successful performance of any wastewater treatment plant depends
largely upon the training and ability of the men who are responsible for
its operation and on the support these men receive from the owner or
operating agency. Funds and manpower must be provided for the proper
operation and maintenance of any treatment facility. The operators are
responsible for the quality of the plant's effluent, service life of
the plant and equipment, costs for operation and maintenance, appearance
of the buildings and grounds, keeping adequate records and maintaining
good public relations.
The Director of the Valdosta Department of Water and Sewage is
responsible for departmental activities. Operation and maintenance
of the sewage treatment plant is the responsibility of the plant super-
intendent, a certified B operator with the State of Georgia. Excluding
the director, the plant staff includes five operators (one with a C state
certification) and one laborer.
Plant operations are conducted in three eight-hour shifts. All
plant personnel work a forty-hour week. The plant superintendent works
the day shift Monday through Friday, but is always available for problems
and in emergency situations. Work schedules are organized to provide
two operators and a laborer for the day shift and one operator for each
of the remaining night shifts. All maintenance, laboratory functions,
and operational changes are conducted during the day shift. Night op-
erators are only responsible for pumping sludge to the digester and
notifying the superintendent of any plant emergencies or physical changes
which might interfere with plant performance.
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The day crew also maintains and operates the city's oxidation pond.
Since the pond was not functioning properly during the study, it was
necessary for one and sometimes two men to leave their duties at the plant
and attend to the pond (Appendix E). This occurred almost daily during
the field study. Maintaining the pond left the plant severely understaffed
for routine operation and maintenance.
The two employees certified with the State are qualified to conduct
and supervise routine laboratory analyses (BOD, suspended solids,
volatile solids, volatile acids, dissolved oxygen, etc.). The major
limitation in performing these routine determinations is not incompetency
of plant personnel but the lack of necessary equipment and facilities
to do the job. For example, plant personnel cannot perform volatile
solids determinations because there is no muffle furnace.
Preliminary guidelines on staff complements for wastewater treat-
ment plants, not officially released by EPA Headquarters, indicate that
the Valdosta treatment plant is inadequately staffed. Although a plant
exactly like Valdosta's was not categorized in the guidelines in detail,
a similar five MGD plant requires a staff of 11.5 men. Since Valdosta
has no primary clarifier, the recommended staff complement was adjusted
to 10.5 men (Table II). The 3.5 manpower shortage is evenly distributed
across the different occupational categories; however, this does not
include the staff requirements for the oxidation pond. Guidelines have
not been released for ponds, but observations during the September field
study indicated a need for one full-time operator. This increased
Waldosta's staff shortage to 4.5 men. The 3.5 man staff shortaca
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Table II
ADJUSTED STAFF COMPLEMENT FOR ACTIVATED SLUDGE
SECONDARY TREATMENT SLUDGE DIGESTION:
SLUDGE BED OR LAGOONS
5MGD PLANT
Occupation Title Recommended Valdosta
Superintendent 0.5 1
Operator II 43
Operator I 3 2
Laborer 2 1
Laboratory Technician ]_ q
Total Staff 1q75 —
Note: Plant components included in this example:
Sludge Treatment
Secondary sludge pumping
Sludge digestion
Sludge beds
Liquid Treatment
Raw wastewater pumping
Preliminary treatment
Aeration
Pinal sedimentation
Recirculation pumping
Chlorination
Other Plant Components
Yardwork
Laboratory
Administration and General
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determined from the operation and maintenance staff complement outline
is not a compulsory number but a recommended guideline with sufficient
flexibility for adaptation to special situations in specific plants.
Each plant will have unique conditions requiring supervisory judgment to
provide an optimum staff. Based on field study observations, it is
obvious that the Valdosta treatment plant is understaffed.
TRAINING
Training is one phase of the personnel program that cannot be over-
emphasized. Most wastewater treatment plant operators are hired locally
and trained on the job. Management must recognize the benefits which
accrue from good operation and must adequately finance and arrange for
on-the-job training.
The Valdosta Department of Water and Sewage encourages plant operators
to attain certification but this must be done on the employees own time and
at his own expense. There is no training program for new employees other
than on-the-job training necessary to perform assigned duties. Cross
training in the operation and maintenance of the plant is limited to
the men on the day shift. The two men on the night shift receive neither
cross training for daytime operations nor training in performing the most
fundamental plant operations, such as adjusting the chlorine feed and
regulating the air supply. Management must recognize and correct these
problems by implementing an adequate training program.
The Georgia Water Quality Control Board (GWQCB) operates one short
school per year in southern Georgia. In addition, the GWQCB, as a
sub-contractor to EPA, has received funds and operated training programs
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coupled with "on-the-job" training throughout the State for three years.
These programs are geared toward improving the present skills of waste-
water treatment plant operators. These training programs have been and
are available to Valdosta personnel if city support (working time and
salary) can be obtained.
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DISCUSSION OF STUDY FINDINGS
Dry weather conditions prevailing during the study period apparently
minimized infiltration. The average influent flow into the plant was 3.6
MGD (Appendix A). The influent wastewater is comprised of industrial and
domestic wastes and septic tank sludge discharged at the plant by tank
trucks owned by local septic tank cleaning services. Four major industries
discharge untreated waste to the city sewer (Table HI). The city approxi-
mates their total flow at 500,000 gallons per day.
TABLE III
KNOWN INDUSTRIAL DISCHARGES INTO CITY SEWER
Industry
Product
Employment
Waste
Discharge
Strickland Cotton Mills
South Georgia Pecan Co.*
Cracking' Good Bakers, Inc.
Gold Kist Say Div.
Cotton Fabrics
600
Pecan Processing 130
Cookies, Crackers 200
Soybean Processing 76
100,000
gal/day**
Unknown
Unknown
Unknown
* Seasonal operation.
** Treatment plant flow meter records.
Waste characteristics for these industries are unknown; however, the city
enacted a sewer ordinance on April 7, 1971, requiring all connected in-
dustries to submit a report on their waste effluent by April 7, 1972
(Appendix B). The report will contain the average daily discharge and a
waste constituent characterization. The ordinance requires future
industries desiring sewer service to submit a report to the city prior
to connection. Based on the submitted report, tne city engineer will-
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26
determine the city's capabilities for treating the wastes and pretreat-
ment requirements. Septic tank sludge is delivered by three separate
companies and averages about 18,000 gallons per month with large daily
variations. The city charges one cent per gallon to treat this sludge.
Table IV exhibits the average influent and effluent wastewater
characteristics, loadings, and percent reductions for the plant during
the study. Appendix C contains all sampling data collected during the
study. The average influent BOD5 was 202 mg/1 (6,060 lbs/day) with BOD5
reduction prior to chlorination averaging 75 percent. Heavy chlorination,
averaging 400 lbs/day during the study period, oxidized additional
organic material, further reducing the BOD5. Since stoichiometrically
each mg/1 of chlorine added to sewage will reduce the BOD5 by two mg/1,
the calculated overall BOD5 reduction was 88.0 percent.(1) This
calculated reduction was substantiated somewhat by stream BOD5 concen-
trations measured below the plant. After a 25 percent dilution by the
receiving stream, all observed BOD5 concentrations were less than 4.4 mg/1.
The average influent COD concentration was 832 mg/1 (25,000 lbs/day) and
the average influent suspended solids concentration was 517 mg/i (15,500
lbs/day). Volatile suspended solids, generally assumed to represent
the organic matter, averaged 438 mg/1 (13,200 lbs/day). The high solids
and COD concentrations indicate the presence of industrial wastewaters.
Although the percent reduction of suspended and volatile solids was 87 and
89 percent, respectively, because of the high influent loadings, the plant
effluent contained 2,010 and 1,380 lbs/day, respectively. Settleable
solids were reduced from 9.6 to 0.7 „1/1, „ „ percent teductlon_
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27
Table IV
SUMMARY OF INFLUENT AND EFFLUENT WASTEWATER CHARACTERISTICS
VALDOSTA SEWAGE TREATMENT PLANT
Influent
Effluent
Parameters
Cone.
Load ing
(lbs/day)
Cone.
Loading
(lbs/day)
Reducti
% Remov
(mg/1)
(tnfc/1)
BOD 5
202
6,060
50
1,500
75
COD
832
25,000
165
4,960
80
TOC
129
3,880
32
960
75
SOLIDS
Settleable
9.6
—
0.7
—
93
Suspended
517
15,500
67
2,010
87
Volatile
438
13,200
46
1,380
89
PH
7.1
—
7.1
——
—
NITROGENOUS
COMPOUNDS-N
TKN
17.5
525
10.0
300
43
nh3
11.9
357
8.1
243
32
NO3-NO2
0.34
10 ~ 2
0.20
6.0
44
Total Phos.
10.4
312
6.9
207
34
Cyanides
<0.01
<0.30
0.04
1.23
—
(vr/1)
Cpfi/D
3.70
Phenols
65
1.95
120
——
Mercury
1.8
0.054
0.60
0.019
—-
Zinc
440
13.2
100
3.09
Copper
120
3.6
40
1.23
Chromium
20
0.60
<20
<0.62
Cadmium
<20
<0.60
<20
<0.62
Iron
<50
<1.50
<50
<1.54
Lead
170
5.10
170
5.25
Nickel
<80
2.4
<80
2.4
—
Manganese
50
1.5
40
1.2
—
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2
The low concentrations of pheno
observed in the waste during sampling should not have had a toxic effect
on the biological activity of the activated sludge process. Phenols
and cyanides had a higher effluent than influent concentration which
may have resulted from the method of sampling and/or may indicate batch
discharges into the collection system. Batch discharges of toxic
material may be toxic to the activated sludge process.
SCREENING AND GRIT REMOVAL
There are two series of manually-cleaned bar screens with a bar
spacing of one to two inches. Additional requirements for bar screens
which are satisfactorily met at Valdosta are:
• The flow velocity through a screen should be about one foot
per second (fps) for average flow and should not exceed 2.5 fps.
• The invert of the flow channel should be from three to six'
inches below the invert of the incoming sewer.
• The slope of hand-cleaned screens should be from 30° to 45°
from the horizontal.
• Screens should have a drainage area onto which solids can be
raked until sufficiently dewatered for ultimate disposal.
A Dorr Company Degriter mechanism for grit removal is employed at
the plant's circular grit chamber. Design specifications (Table V) are
adequate; however, the rotating scraper mechanism that moves the grit
to the center of the chamber did not function —^ the drive mechanism was
broken. Grit accumulated in the chamber and was not removed. At high
flows, grit was conveyed to the aeration chamber. This may have contributed
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29
Table V
DESIGN CRITERIA
VALDOSTA SEWAGE TREATMENT PLANT
Item
Design Flow-
Grit Removal
Type
Channels
Size
Velocity
Time
Specification
5.0 mgd
Mechanical collector
with washer
1
16r dia.
1 fps
20 sec
Aeration Basin—(4 cell) plug flow)
Design Flow 5.0 mgd
Volume 244,800 cu ft
Detention Time 5.4 hrs
Secondary Clarifier No.
Surface Area
Overflow Rate
Secondary Clarifier No.
Surface Area
Overflow Rate
Sludge Recirculation Pumps
Secondary Clarifier 1
Secondary Clarifier 2
Air Supply—3 blowers
2,650 sf
940 gpd/sf
2,650 sf
940 gpd/sf
694 gpm
694 gpm
3,400 cu ft/min each
Chlorination
Gas Feeder
Contact Chamber
Sludge Removal
Digesters 1 & 2
Digester 3
Sludge Pumps
Sludge Drying Beds
500 #/day
20 min
143,000 cu ft ea
426,000 cu ft
2 @ 80 gpm
16 9 125 ft x 25 ft
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30
to the high solids in the aeration basin influent. Grit from the grit
chamber and screened trappings were deposited at the city's sanitary
landfill.
AERATION BASIN
The modified activated sludge process involves both sorption and
oxidation. Sorption is controlled partly by the suspended solids
concentration in the mixed liquor and oxidation by microbiological
processes utilizing oxygen and organics in the waste. Some causes of
imbalance in activated sludge systems are:
• Inadequate oxygen supply;
• Presence of toxic wastes;
• Presence of septic sewage, or sludge, or a high
carbonaceous waste in the influent,
0 Excessive grease content in the influent;
• Inadequate aeration period, and
• Short circuiting in the aeration tank.
Some of the preceding causes were observed in varying degrees at the
Valdosta plant.
Inadequate oxygen levels were observed in the aeration basin. A
satisfactory dissolved oxygen (D.O.) operating level is 2.0 mg/1.
Dissolved oxygen concentrations in the four aeration chambers are illus-
trated in Figure 3. Dissolved oxygen in aeration chamber A-l was never
above 1.0 mg/lt and during the second week of sampling, the chamber was
on the verge of going septic with only trace levels of oxygen for almost
3 days. During the first week of the survey, D.O. ln aeration chamber
-------
FIGURE 3
VARIATION IN DISSOLVED OXYGEN AND SLUDGE VOLUME INDEX
AERATION BASIN CHAMBERS
VALOOSTA STP - SEPT, *971
30
2.3
20 -
t ,
O
a
o
00>
00
JL
ai
tSOf-A-S
210 -
ITU -
mL
1
n
25 2T
SEPTEMBER. 1971
SEPTEMBER, 1971
25 27
SEPTEMBER. 1971
25 27
SEPTEMBER. 1971
30p A-2
23
r „
o
OS
0.0"
-L
21
290i- A-2
90
130 -
21
2.0f- A-4
I.S -
t
31
Q5
ao
21
2901-M
250 -
X
25
SEPTEMBER, 1971
24 25 27
SEPTEMBER. 1971
25
SEPTEMBER. 1971
25
SEPTEMBER, 1971
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32
A-2 was erratic; low night time flows allowed early morning D.O.
concentrations to increase to 2.5 mg/1, but dropped below 1.0 mg/1
during day time flow. During the second week, chamber A-2 followed
the same general pattern. Dissolved oxygen concentrations in aeration
chambers A-3 and A-4 exceeded 1.0 mg/1 only once during the study. These
low oxygen levels were caused by inadequate plant design and compounded
by operation and maintenance deficiencies. The aeration system lacks
built-in design flexibility because:
• Flow was not equally proportioned between the four aeration basins.
• The quantity of diffused air to the aeration chamber could
not be properly regulated.
• One of the three air blowers had been previously disconnected
for repairs and the only way it could be reconnected was to
shut down all of the blowers.
• Air was diffused in equal amounts along the entire length
of the chamber instead of supplying more air at the influent
end where the demand is greatest.
High air requirements and long aeration periods are generally needet
for strong municipal or industrial wastes and for the production of a
highly nitrified waste. The recommended air requirements for the con-
ventional activated sludge process are 768-1000 cubic feet per pound
of influent BOD5 (9). The Valdosta treatment plant has three blowers
rated at 3400 cubic feet per minute each. Usually, a of tuo
blowers are in use at any one time and are operated at ,c
r i-eu at only 25 percent
capacity to prevent overloading the motors. Assuming two blowers in
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33
operation at 25 percent capacity, the air supplied to the aeration basin
was 404 cubic feet per pound of influent BOD5. However, available air
to the activated sludge micro-organisms was less due to air leaks and
clogged diffusers.
Low concentrations of toxic wastes found in the plant's influent
are not believed Mgh enough to deleteriously affect the activated sludge
process.
The presence of stale sewage, stale sludge and a high solids concen-
tration In the influent causes an imbalance in the aeration basin.
Although the average influent waste characteristics do not indicate a
high BGD5 (202 mg/1), the 517 mg/1 suspended solids and 832 mg/1 COD con-
centrations are high for municipal waste and reflect the presence of
Industrial wastes. Figure 4 shows the influent variation in eight-hour
increments of COD and BOD5 concentrations with flows. Figure 5 exhibits
the daily influent mean concentration of total suspended and total volatile
suspended solids. Once each week the influent concentration of solids and
COD were observed to be twice the concentration of the two week study
average. This evidence of shock loading indicates a slug discharge from
one of the industries or possibly an excessive amount of septic tank
sludge. Slug discharges overload the activated sludge system and can
cause poor settling and "bulking" in the clarifiers.
Another problem related to the aeration basin operation is the
Inability to return sludge to the aeration units wtiile pumping slutfge
to the digesters. The effectiveness of the activated sludge process
relies on the availability of an acclimated sludge to digest the raw
-------
FIGURE 4
INFLUENT BOD AND COD VARIATION WITH FLOW
VALDOSTA STP-SEPT, 1971
-------
FIGURE 5
AVERAGE INFLUENT TOTAL SUSPENOEO SOLIDS
AND TOTAL VOLATILE SUSPENDED SOLIOS
VALDOSTA STP-SEPT, 1971
SEPTEMBER
-------
36
waste. When sludge is pumped from the Number 1 clarifier to the digester,
sludge cannot be returned to aeration basins one and two. The same is true
for the Number 2 clarifier and aeration basins three and four. At times,
the inflexibility for sludge pumping delays sludge return for three hours.
Recent expansions of the city's sewerage system into the northeast
section of Valdosta has extended the collection system 13 miles from the
treatment plant (as the waste flows). Because of excessive travel time
and occassional high strength industrial wastes discharged into the
city sewer, on occasions, the influent was observed to be stale.
Observations revealed that the return sludge from the clarifier and
the clarifier effluent were always devoid of oxygen. Return sludge
requires between 1.0 to 2.0 mg/1 of dissolved oxygen to prevent imbalance
in the aeration basins. On September 26 and 27 the clarifiers were covered
with a thick foam blanket which inhibited settling and was odorous
(Illustration 1). The foam resulted from anaerobic digestion of the
bottom sludge. The lack of digester capacity for waste sludge on
September 23 thru the 27 permitted the foaming condition to occur.
No grease analyses were performed on samples at the plant; however,
excessive grease was observed in the influent. On one occasion during
the second week of the survey, the metered sewer line transporting wastes
from the Strickland cotton mill was plugged with grease, and grease balls
were observed floating in the treatment plant influent. Maintenance men
from the cotton mill vere using plumbing snakes and a commercially-
prepared strong alkaline solvent to clear the line. According to plant
personnel, excessive grease was an occasional occurrence.
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37
Building that contains chlorine
room, office and laboratory.
ILLUSTRATION 1
PLANT FACILITIES
Aeration basin overflow weir
Foam accumulation on final clarltiers
September 27, 1971
-------
38
Possible short circuiting through the aeration basm may be con-
tributing to an inadequate aeration period. The theoretical retention
time, based on average daily flow rates, normal return sludge circulation
and an equal distribution between the four basins, is 9.03 hours. How-
ever, effluent quality, sludge age, and possible short circuiting
suggest a shorter retention time.
The existing treatment system produces a "bulked" sludge which is
difficult to dewater. The system is also vulnerable to shock loading
and produces an effluent high in ammonia. The low B0D5 reduction of
75 percent prior to chlorination and the small nutrient variation between
influent and effluent indicates inadequate operation of the aeration
basin. The average ammonia nitrogen concentration changes very little
from influent (11.9 mg/1) to effluent (8.1 mg/1).
Sludge age is another criteria used to evaluate activated sludge
plant operation and is an important consideration in aeration basin
design. Sludge age is defined as the ratio of the weight of suspended
solids in the mixed liquor to the weight of suspended solids introduced
daily into the aeration tank, or
Sa = (V x Ca) / (Q x Cs)
where: Sa = sludge age
Ca - average concentration in mg/1 of suspended solids in the
aerator.
Cs - average concentration in mg/1 of suspended solids in the
sewage.
Q - rate of flow of sewage expressed in MGD.
V - volume of aerator capacity expressed in million gallons.
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39
Sludge age is, in essence, the detention of sludge floe in the aeration
chamber. The size of the aeration basin is an important variable in
attaining a desirable sludge age. In conventional operations, a sludge
age of three to four days is necessary; anything less settles poorly.
Sludge age is determined by using the average plant flow and the average
concentration of mixed liquor suspended solids (MLSS) for each basin.
Study data indicated the following for each of the aeration basins:
Sludge Age
Basin Number (Days) _
A-l... 3.36
A-2... 1.22
A-3... 1*87
A-4... 1.88
MEAN 2.08
¦^6 difference in sludge ages from Basin A-l and Basins A-2, A-3, and
A-4 suggest that incoming flow is not equally proportioned between the
^°vir aeration basins. Insufficient sludge ages are reflected in
figure 3 which illustrates the sludge volume index exhibited in each
basin. The Mohlman sludge volume index (SVI) is the volume in milligram
per liter occupied by one gram dry weight of sludge after settling the
®**ed iiquor for 30 minutes in a one liter graduated cylinder:
SVI - Settled Volume of Sludge (percent) 10,000
MLSS (mg/1)
A good settling sludge may have a Mohlmenn index well below 100. An
^ex of 200 is indicative of a sludge with poor settling characteristics.
Although the average Mohlmann Index for all aeration basins was between
100 and 200, there were daily fluctuations above 200.
SVI
172
124
189
184
167
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40
The plant's "spiral flow" method of air diffusion in the aeration
tank may be reducing the theoretical detention time. As discussed
earlier (plant design section), spiral flow is more economical to install
and operate but may be less effective with strong sewage or industrial
wastes. There is a larger contact period between sludge floe and air
bubbles utilizing the longitudinal and rotary motion established by
spiral circulation. One disadvantage of this aeration method is that
there may be little exchange of sewage between a central core of sewage
which is displaced rapidly through the length of the tank and the
peripheral sewage, which is displaced relatively slow. This phenomenon
may exist at the Valdosta plant and should be investigated. Short
circuiting may be eliminated by the construction of transverse baffles
SEDIMENTATION
No primary sedimentation is provided. Secondary settling separates
the suspended activated sludge remaining in the aeration basin effluent
When the plant was modified to provide activated sludge treatment the
primary tanks were converted to continuous-flow, mechanically-cleaned
secondary basins.
Controlling principles in the design of final sedimentation tanks
in the activated sludge process differ somewhat from the principles
applicable in the design of primary sedimentation tanks. The possibility
of density currents and other Inherent characteristics in activated
sludge make it necessary to include the following design criteria (2)
most of which are met at the Valdosta plant:
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41
• Details of influent arrangements do not greatly affect the
quality of the effluent, provided that the influent velocity
is slow enough that baffles are not required. Detention periods
vary in practice. Rates of flow are 600 to 1,000 gallons per day
per square foot of tank surface.
• Effluent weirs are to be located away from the upturn of the
density current. This varies from half to two-thirds of the
distance from the influent to the end of the tank. Plants
greater than 1.0 MGD should preferably not exceed weir loadings
of 15,000 gallons per day per linear foot.
• The sludge drawoff should be near the tank inlet. A sludge
well should be provided or appropriate equipment installed for
viewing and sampling the sludge. Piping flexibility should
permit both the withdrawal of waste sludge and the recirculation
of sludge.
• There is an optimum tank depth to maintain an effective sludge
blanket. Final clarifiers should not be less than eight feet
deep.
The final sedimentation operation at the Valdosta plant may be described
as follows:
• Retention times are adequate, and the present overflow rate is
680 gallons per day per square foot for each tank.
• The effluent weir is located on the end wall of the tank opposite
the inlet end.
• Sludge flow is directed toward the tank inlet where the sludge
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42
drawoff point is located.
. The tank depth of 12.5 feet is adequate.
irifit the present design because:
Problems may be encountered with ttie p
. The weir overflow rate of 20,000 gallons per day per linear foot
may carry over excess solids;
, unw to recirculate sludge to the aeration basin while
0 Of 3ti inaoxxxx-y
sludge is being pumped to the digesters, and
There is no sludge well or appropriate equipment to view and
sample sludge prior to pumping to the digesters.
oftmCT. DIGESTION
At the Valdosta treatment plant, effective sludge handling and
disposal procedures are handicapped by inadequate digester and sludge
drying bed capacity. The plant's three digesters are operated on a
draw and-fill basis and have a maximum usable capacity of 712,000 cubic
feet Two different methods used to estimate the expected volume of
sludge discharged into the digesters show that they are overloaded. A
rule of thumb method for estimating digester capacity is 12 cubic feet
per capita and indicates a 862,356 cubic feet requirement (3). A. more
sophisticated method of estimating the volume of sludge uses solids
loading, dry solids removed, and solids content to the digester; the
expected volatile solids removal and volume reduction indicates 899,800
cubic feet are required for current loadings.
-------
43
No analytical tests are performed on the return sludge, digesting
sludge, wasted sludge to the digesters, or the stabilized sludge from
the digesters. The boilers heating the anaerobic digesters are approxi-
mately 21 years old and in need of repair. They operate on methane gas
produced in the digesters. The boilers break down often and stay down for
extended periods of time. The lines carrying gas to the flame traps are
clogged up. The inefficient heating system dictates a longer sludge
digestion period than the digester capacity will allow. Plants without
heated digesters usually increase their digester capacity by 50 percent.
The digested sludge exhibited good physical characteristics
black tarry appearance and a slight musty odor. The pH was 7.9, indicating
a low volatile acids content. The volatile solids content was 53 percent,
which is higher than the desired range of 40 to 45 percent. The stabilized
sludge was difficult to dewater. An average of 20 days was required for
sludge drying when deposited to a depth of six inches on the sand beds.
Usually, sludge is deposited at a 8- to 12-inch depth and requires about
two weeks of drying time. The plant's 50,000 square feet of drying bed
area has capacity for 37,500 cubic feet of sludge per month. Based on a
Population equivalent of 35,700 and the recommended sludge drying bed
area for the activated sludge process of 1.75 square feet per capita, the
sludge drying beds should contain 63,000 square feet of drying area.
The inefficient digester heating syste. and inadequate sludge drying
b*l capacity effects both solids handling and plant effluent. Sludge
cannot be pumped from the digester to the drying beds as often as needed
because of inadequate bed space. Consequently, sludge cannot ba Dumped
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44
regularly from the clarifiers to the digesters. Final results of these
Inadequacies are poor clarlfler and anaerobic digester efficiency which
adversely effect both the plant effluent and the quality of stabilized
sludge.
DISINFECTION
Liquid chlorine applied with a solution-feed, vacuum-type chlorinator
is used for disinfection. Chlorine is stored In one-ton cylinders. The
gas chlorlnation equipment is housed in a separate room with an exhaust
fan and several windows. A gas mask located in the offices is available
in case of accidental spills or line ruptures. Chlorine is used only for
effluent disinfection and is applied at the Parshall flume. The chlorine
contact chamber provided about 20 minutes of contact time for the
chlorinated wastewater with an additional 30 minutes of contact time
afforded by approximately one-half mile of outfall sewer, which conveys
the effluent to Sugar Creek. Plant operating data Indicate the average
monthly chlorine purchase was 6,000 pounds, which Is equivalent to a
daily usage of 200 lbs/day. This is half the amount of chlorine used
during the study (400 lbs/day). During peak flows, 400 lbs/day of
chlorine produced a total chlorine residual greater than 1.5 mg/1.
Table VI shows the total and fecal coliform reductions obtained at
the plant. All data are listed in Appendix C. The plant achieved ex-
cellent disinfection with only one high effluent value — 20,000 fecal
coliform/100 ml from the morning composite on September 27. The reason
for this high value was that plant personnel had not noticed the chlorine
tank was empty, and it was late morning before a full tank was connected.
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45
Table VI
DAILY COLIFORM BACTERIA REDUCTION
THROUGHOUT THE TREATMENT PLANT
(Expressed as Percent)
STATIONS
VP-1
to VP-7
VP-7
to VP-8
VP-1
to VP-8
Date
(1971)
Total
Coliforms
Fecal
Coliforms
Total
Coliforms
Fecal
Coliforms
Total
Coliforms
Fecal
Coliforms
9/27
67.0*
57.0
74.7
98.0
92.0
99.9
9/28
92.0
82.0
99.8
99.7
99.9
99.9
9/29
93.0
85.0
99.9
99.9
99.9
99.9
9/30
78.0
48.0
99.9
99.9
99.9
99.9
10/1
83.0
76.0
99.9
99.9
99.9
99.9
* Calculated from Geometric Means
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46
PLANT OPERATION AND MAINTENANCE
Maintenance involves the work devoted to keeping a plant operating
at a satisfactory level. It can be classified as preventive maintenance,
which constitutes work and precautions taken to prevent breakdown, and
corrective maintenance, which involves repairs after breakdown. The plant
operator receives the devices and instruments prepared for him by the
designer and has the responsibilities of making them work. An experienced
operator who knows his plant and keeps abreast of unit operations can
satisfactorily operate a plant with a minimum amount of analytical
determinations and flow measurements. However, laboratory analysis and
flow control are essential for continued outstanding plant performance.
Plant supervision is most successful when primary efforts are directed
towards better plant performance.
OPERATION
In an activated sludge plant variables that influence plant per-
formance and that are partly or entirely under the control of the
operator include:
• Concentration of solids in the mixed liquor;
• Volume of air used;
• Aeration period;
• Dissolved oxygen in aeration and settling tanks;
• Rate of return sludge, and
• Chlorine residual in the effluent.
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47
The following is a list of operational problems observed at the Valdosta
plant.
Aeration Tank
• Flow gates were not adjusted by the operators for varying hy-
draulic conditions; therefore, influent sewage was not equally
proportioned between the four aeration basins. Figure 6 shows
the total suspended solids variation observed in each basin.
Differences of one and two thousand mg/1 of total suspended
solids were common. The optimum solids concentration is between
1,500 to 2,500 mg/1.
• The air supply was never regulated because one blower was down
and the other two blowers were operated at approximately 25 percent
capacity to keep the motors from overloading. There is no
accurate available means of determining the quantities of air
supplied.
. There was Insufficient testing within the aeration chambers to
determine changes in solids and dissolved oxygen and detect
possible influent shock loads.
• Return sludge was not adjusted to flow berfl„90
oecause pumps are not
regulated or metered.
Sedimentation
. The detention time was adequate but bulking problems existed.
• Analytical determinations are not perform
P rformed on the return sludge
or wasted sludge.
-------
6,000 |
5,000|
? 4,000
§
d
CO
hi 3 POO
O
z
111
a.
w
^ 2 poo
P
2
1 poo
FIGURE 6
TOTAL SUSPENDED SOLIDS CONCENTRATION
AERATION BASIN CHAMBERS
VALDOSTA STP - SEPT, 1971
r"
A
/
\
j
\
\
1
1
21
22
23
24
25 26
SEPT
27
28
29
30
OCT
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49
• Insufficient digester capacity resulted in septic sludge in
the clarifiers. This condition produced gas bubbles, inhibited
settling, created odor, and provides a poor quality return sludge.
Sludge Digestion
• Effective operation of the sludge digestion system is precluded
by inadequate digester capacity for plant needs. The boilers
heating the digesters are old and frequently down for long
periods of time.
Chlorination
• There was no regulation of the chlorine injected into the
effluent. The chlorine dosage remained at 400 lbs/day for all
flow rates.
MAINTENANCE
Adequate tools and equipment necessary for an effective corrective
maintenance program are needed at the Valdosta plant. Plans and speci-
fications are not available for the plant prior to the activated sludge
modification in 1965. The plant does not have the necessary lawn equip-
ment for ground upkeep and must rely upon the city's grounds department.
Grounds were not well groomed during the survey and high grass made it
difficult and hazardous at night to walk in the vicinity of the chlorine
contact chamber and the influent manholes near the grit chamber. There
are no overhead hoists to lift heavy motors for conducting repairs.
Repairs on the grit chamber rotation mechanism, the influent lift pump,
the digester heater, and aeration basin have been dfelayed because of
insufficient funds.
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50
Observations at the Valdosta treatment plant indicated that a better
maintenance program would improve the operation of the following;
• Grit Chamber - The rotation mechanism that transports the grit
to the center of the chamber for mechanical removal was not
operating. The drive mechanism was inoperable.
• Influent Lift Pumps - Only one of the two pumps lifting the
influent to the aeration chamber was functioning. Spare parts
were not available to repair the inoperative pump.
• Aeration Chamber - Only two of the three blowers were working.
The third blower was repaired but required shutting off the other
two blowers and disassembling before connection could be made.
There were significant air leaks iri each of the 16 inch lines.
About 20 percent of the diffuser heads were partially or comple-
tely clogged. The foam control sprinkler system was ineffective
because more than half of the sprinkler openings were partially
or completely plugged.
• Secondary Sedimentation - The clarifier overflow weirs leaked
badly; were not level, and were not hosed down enough to
keep fungal growths from accumulating. The drawoff device at
the scum board was not operational on the No. 1 clarifier and
required hand skimming. Hand rails and more lighting should be
installed for personnel safety.
• Flow Measurement - Both the totalizer and the daily flow charts
were found to be in gross error and in need of repair or replace-
ment.
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51
• Chlorination - The chlorine contact chamber had an accumulation
of solids and needed cleaning.
• Sludge Digestion - The digester heater is approximately 21 years
old and frequently breaks down for extended periods of time.
The lines carrying excess gas to the flame traps are stopped up.
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52
WATER QUALITY IN SUGAR CREEK AND WITHLACOOCHEE RIVER
The streams in the study area are small and sluggish. No
precipitation occurred during the study period, and daytime temperatures
often exceeded 90 degrees. These conditions contributed to the low
stream flow prevailing during the study period. Only one standard vio-
lation occurred under these conditions — the dissolved oxygen in the
Withlacoochee River at Georgia Highway 94 bridge (station W-2) was 3.1
mg/1 on October 1. A summary of all the water quality data is included
in Table VII. Although all parameters measured varied from station to
station, the high nutrient values observed in Sugar Creek, downstream from
the Valdosta sewage treatment plant discharge, probably reflects the effect
of the plant discharge better than any other observation.
Water temperatures ranged from 19 to 26.5 degrees centigrade with
the average at all stations around 23 to 24 degrees. The pH ranged from
5.9 to 7.1, and total organic carbon concentrations varied from 5 to
JO mg/1.
Except for the dissolved oxygen violation mentioned at station W-2,
.here four of the five observations were equal to or less than 4 mg/1,
issolved oxygen ranged from a high of 8.5 mg/1 in Sugar Creek upstream
rom the sewage treatment plant discharge to a low of 4.5 mg/1 in the
ithlacoochee River at the Georgia-Florida state line (station W-3). A
»U waste stabilisation pond serving a mobile home court discharges
ato the Withlacoochee River upstream from the observed dissolved oxygen
lolation. An evaluation of this discharge along with any other dia-
«ge. into the river in thi. area should be made before an adequate
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TABLE W
WATER QUALITY DATA SUMMARY
SUGAR CREEK-WITHLACOOCHEE RIVER
September-October 1971
Station No. and Location
Range
Temp.
°C
Dissolved
Oxygen
(mg/1)
bod5
(mg/1)
pH
T0C
(mg/1)
NitroRenous Compounds-N (mg/1)
TKN NH3 N0o-N02
Total
Phosphorus-P
(mg/1)
Coliform Bacteria/100
Total
ml (MF)
Fecal
S-l, Sugar Creek @ Bay Tree
Max.
25.0
8.5
1.4
6.9
8
0.30
0.50
5.90
0.58
62,000
740
Rd. Bridge, Upstream From
Min.
19.0
7.9
0.4
6.6
5
0.16
0.05
2.00
0.20
500
7
Valdosta STP Outfall
Mean
22.9
8.1
0.8
6.8
6
0.22
0.14
3.50
0.41
20,000
360
*6,700
*180
S-2. Sugar Creek @ Gomto
Max.
26.5
7.7
4.4
7.1
30
8.40
6.50
2.00
7.68
1,200
860
Rd. Bridge, Downstream
Min.
22.0
6.1
1.6
6.9
19
5.40
4.00
0.67
1.78
7
2
From Valdosta STP Outfall
Mean
25.0
6.9
2.8
7.0
22
6.69
4.90
1.02
3.88
500
180
*190
*14
W-l, Withlacoochee River @
Max.
24.0
5.3
0.8
6.3
24
0.48
0.05
0.32
1.08
3,100
220
U.S. Hwy. 41, 3-1/2 Miles
Min.
22.0
5.0
0.4
5.9
16
0.26
0.03
0.20
0.42
200
7
Upstream From Sugar Creek
Mean
23.2
5.1
0.6
6.2
20
0.39
0.04
0.27
0.64
1,000
82
Confluence
*620
*50
tf-2, Withlacoochee River <>
Max.
24.5
4.5
3.6
6.7
21
4.40
2.56
0.45
2.20
215,000
3,900
Ga. Hwy 94, 2-1/2 Miles
Min.
22.0
3.1
0.4
6.4
17
1.76
0.75
0.22
1.00
600
40
Downstream From Confluence
Mean
22.9
3.9
1.6
6.6
19
2.96
2.10
0.29
1.60
57,000
1,200
of Sugar Creek
*8,500
*470
W-3. Withlacoochee River
Max.
24.5
4.9
0.9
7.2
19
0.24
0.06
0.32
0.68
300
20
9 Ga. Hwy. 31, Near Florida-
Min.
23.0
4.5
0.8
6.4
11
0.05
0.05
0.28
0.60
46
10
Georgia State Line
Mean
23.8
4.7
0.8
6.8
15
0.15
0.06
0.30
0.64
170
15
*120
*14
* Geometric Mean Values
-------
54
assessment of the cause of the low dissolved oxygen reported at this
station can be made.
The Georgia Fertilizer Company is located upstream from the sewage
treatment plant and contamination from this plant is indicated by the
average nitrate-nitrite concentration of 3.5 mg/1 observed at station
S-l. Total nitrogen observed at the Sugar Creek sampling station down-
stream from the plant averaged 12.6 mg/1 and total phosphorus averaged
3.88 mg/1. The Withlacoochee River at Georgia Highway 94 also showed
an increase in nutrients; however, these values returned to background
levels at station W-3.
The average BOD5 in Sugar Creek increased by 2 mg/1 downstream from
the Valdosta sewage treatment plant. The unusually heavy dosage of
chlorine at the plant combined with a long chlorine contact time chemically
reduced the effluent BOD5 and prevented excessive water quality degradation
during the study period. Mean background BOD5 concentrations in Sugar
Creek and the Withlacoochee River were less than 1 mg/1. The BOD5 of 1.6
mg/1 observed at Georgia Highway 94 bridge also reflects the introduction
of organic material; however, the BOD5 values observed near the Georgia-
Florida state line were indicative of background values.
The Sugar Creek sampling station upstream from the sewage treatment
plant had mean total and fecal coliform bacteria densities of 6,700 and
80/100 ml, respectively. This high total coliform density could be
attributable to urban run-off in the Sugar Creek watershed. Downstream
from the sewage treatment plant discharge, the bacterial density dropped
to 190 and 14/100 ml for total and fecal coliform, respectively. This
-------
55
decrease is a result of the high residual chlorine in the effluent.
Background total and fecal coliform densities of 620 and 49/100 ml,
respectively, were also low at the control station on the Withlacoochee
River. The river at Georgia Highway 94 showed elevated bacterial levels;
however, levels in the river near the Georgia-Florida line indicated the
bacterial quality of the water was very good.
-------
56
REFERENCES
Manual of Instruction for Operators of Wastewater Treatment Plants,
Commonwealth of Pennsylvania, Department of Public Instruction,
Public Service Institute, p. 14-2.
Recommended Standards for Sewage Works, A Report of Committee of
the Great Lakes-Upper Mississippi River Board of Sanitary Engineers,
1971 Revised Edition.
Sewerage and Sewage Treatment, Babbit and Bauman, p. 584, 1967.
Moore, B., "The Detection of Paratyphoid Carriers in Towns by
Means of Sewage Examination," Bulletin Hyg., 24, 187, 1941.
Spino, D. F., "Elevated Temperature Technical for the Isolation of
Salmonella from Streams." Appl. Microbiology, 14, No. 4, 591, 1966.
Edwards, P. R. and W. H. Ewing, Identification of Enterobacteriaceae.
Burgess Publication Co., Minneapolis, Minnesota, 1962.
Oswald, W. J., "Status of Oxidation Pond Processes," presented at
the Southeast Water Laboratory, Athens, Georgia, October 18, 1971.
Little, J. A., B. J. Carroll, R. Gentry, "Bacteria Removal in
Oxidation Pond," Presented at Second International Symposium for
Waste Treatment Lagoons, Kansas City, Missouri, 1970.
"Performance Evaluation of Wastewater Treatment Plants", A Manual
for the EPA, Contract No. 68-01-0107.
-------
APPENDIX A
PLANT FLOW
-------
A-l
PLANT FLOW
The plant's flow records were inaccurate. The flow meter and
totalizer were in error and in need of repair and/or replacement. An
accurate flow measurement of the plant's discharge was made by:
• Placing a stage recorder in the Parshall flume still well.
• Referencing the water level in the still well to the Parshall
flume's flowing depth at the inlet section.
This method of measuring the flow was used for five days. The flow
pattern established by this method of measurement and the volume of
water discharged were compared to the daily flow charts for the two-
week study period. This comparison showed an adjustment of the plant's
flow charts of:
• 0.8 MGD to the hourly incremental flows from 0730 to 2230 hours.
• 1.1 MGD to the hourly incremental flows from 2330 to 0730 hours.
The two-week average daily flow was computed at 3.6 MGD. This value was
substantiated by stream discharge measurements above and below the plant's
outfall in Sugar Creek. The plant and stream flow data are presented
on Page A-2.
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A-2
PLANT AND STREAK FLOW DATA
Location
Plant
Plant
Plant
Plant
Plant
Plant
Plant
Plant
Plant
Plant
Plant
Plant
Plant
Effluent
Effluent
Effluent
Effluent
Effluent
Effluent
Effluent
Effluent
Effluent
Effluent
Effluent
Effluent
Effluent
Plant Effluent
Plant Effluent
Plant Effluent
Sugar Creek at
Bay Tree Rd. Br.
Sugar Creek at
Gornto Rd. Br.
Date Time
9-18
9-19
9-20
9-21
9-22
9-23
9-24
9-26
9-27
9-28
9-29
9-30
10-1
Max.
Min.
Mean
Flow (MGD)
0730-1536 1530-2330 2330-0730
9-26
10-1
9-26
10-1
1700 hrs.
1010 hrs.
1820 hrs.
1100 hxs.
4.0
3.8
4.4
4.4
*
4.0
*
3.4
4.3
4.3
4.2
4.4
4.4
3.4
4.1
1.28
0.92
4.14
2.18
4.1
3.8
4.4
4.3
*
4.1
*
3.6
4.2
4.1
4.1
4.2
4.4
3.6
4.1
2.6
2.5
2.8
2.6
2.4
2.8
*
2.2
2.2
2.4
2.4
2.5
2.2
2.8
2.4
* Electrical Failure at Plant.
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APPENDIX B
VALDOSTA CITY SEWER ORDINANCE
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B-l
AN ORDINANCE REGULATING THE USE OF PUBLIC AND PRIVATE SEWER5? Aim
DRAINS, PRIVATE SEWAGE DISPOSAL, THE INSTALLATION AND CONNECTION OF
BUILDING SEWERS, AND THE DISCHARGE OF WATERS AND WASTES INTO THE PUBLTf
SEWER SYSTEM(S): AND PROVIDING PENALTIES FOR VIOLATIONS THEREOF- IN to*
CITY OF VALDOSTA, COUNTY OF LOWNDES, STATE OF GEORGIA. '
Be it ordained and enacted by the Council of the City of Valdosta
State of Georgia as follows:
ARTICLE I
Definitions
Unless the context specifically indicates otherwise, the meaning of
terms used in this ordinance shall be as follows:
Sec. 1. "BOD" (denoting Biochemical Oxygen Demand) shall mean the quantity
of oxygen utilized in the biochemical oxidation of organic matter
under standard laboratory procedure in five (5) days at 20° c
expressed in milligrams per liter. *
Sec. 2. "Building Drain" shall mean that part of the lowest horizontal
piping of a drainage system which receives tha discharge from soil
waste, and other drainage pipes inside the walls of the building '
and conveys it to the building sewer, beginning five (5) feet (1,5
meters) outside the inner face of the building wall.
Sec. 3. "Building Sewer" shall mean the extension from the building drain
to the public sewer or other place of disposal.
Sec. 4. "Combined Sewer" shall mean a sewer receiving both surface runoff
and sewage.
Sec. 5. "Garbage" shall mean solid wastes from the domestic and comnercial
preparation, cooking, and dispensing of food, and from the handling
storage, and sale of produce.
Sec. 6. "Industrial Wastes" shall mean the liquid wastes from industrial
manufacturing processes, trade, or business as distinct from sanitary
sewage
1 shall mean any outlet into a watercourse, pond,
SeC" an«T2£ o£ 'urface " 8roUndM"er-
Sec 8 "Person" .hall any individual, firm, coap.ny, ...ociation,
Vociety, corporation, or group.
logarithm of the reciprocal of the weight
Sec. 9. "pH" shall mean the log aolutitm.
of hydrogen ions in grams pet liter or
-------
B-2
Sec. 10. "Properly Shredded Garbage" shall mean the wastes from the
preparation, cooking, and dispensing of food that have been shredded
to such a degree that all particles will be carried freely under the
flow conditions normally prevailing in public sewers, with no particle
greater than one-half (1/2) inch (1.27 centimeters) in any dimension.
Sec. 11. "Public Sewer" shall mean a sewer in which all owners of abutting
properties have equal rights, and is controlled by public authority.
Sec. 12. "Sanitary Sewer" shall mean a sewer which carries sewage and to
which storm, surface, and groundwaters are not intentionally admitted.
Sec. 13. "Sewage" shall mean a combination of the water-carried wastes
from residences, business buildings, institutions, and industrial
establishments, together with such ground, surface, and stormwaters
as may be present.
Sec. 14. "Sewage Treatment Plant" shall mean any arrangement of devices
and structures used for treating sewage.
Sec. 15. "Sewage Works" shall mean all facilities for collecting, pumping,
treating, and disposing of sewage.
Sec. 16. "Sewer" shall mean a pipe or conduit for carrying sewage.
Sec. 17. "Shall" is mandatory:; "May" is permissive.
Sec. 18. "Slug" shall mean any discharge of water, sewage, or. industrial
waste which in concentration of any given constituent or in quantity
of flow exceeds for any period of duration longer than fifteen (15)
minutes more than five (5) times the average twenty-four (24) hour
concentration of flows during normal operation.
Sec. 19. "Storm Drain" (sometimes termed "storm sewer") shall mean a
sewer which carries storm and surface waters and drainage, but
excludes sewage and industrial wastes, other than unpolluted cooling
water.
Sec. 20. "City Engineer" shall mean City Engineer of the City of
Valdosta, or his authorized deputy, agent, or representative.
Sec. 21. "Suspended Solids" shall mean solids that either float on the
surface of, or are in suspension in water, sewage, or other liquids
and which are removable by laboratory filtering. '
Sec. 22. "Watercourse" shall mean a channel in which a flow of water
occurs, either continuously or intermittently.
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B-3
ARTICLE II
Use of Public Sewers Required
Sec. 1. It shall be unlawful for any person to place, deposit, or permit
to be deposited in any unsanitary manner on public or private property
within the City of Valdosta, or in any area under the jurisdiction
of said City, any human or animal excrement, garbage, or other
objectionable waste.
Sec. 2. It shall be unlawful to discharge to any natural outlet within
the City of Valdosta, or in any area under the jurisdiction of said
City any sewer or other polluted waters, except where suitable
treatment has been provided in accordance with subsequent provisions
of this ordinance.
Sec 3 Except as hereinafter provided, it shall be unlawful to construct
or maintain any privy, privy vault, septic tank, cesspool, or other
facility intended or used for the disposal of sewage.
Sec 4 The owner of all houses, buildings, or properties used for human
* occupancy, employment, recreation, or other purposes, situated within
the City and abutting on any street, alley, or right-of-way in which
there is now located or may in the future be located a public sanitary
or combined sewer of the City, is hereby required at his expense to
install suitable toilet facilities therein, and to connect such
facilities directly with the proper public sewer in accordance with
the Divisions of this ordinance, within (ninety (90) days) after
date of official notice to do so, provided that said public sewer
is wUhin two hundred (200) feet (61 meters) of the property lines.
Sec. 5. The owner must connect to the City watersystem as a P-requisite
to receiving sewer service, provided a City water line is witnin ZUO
feet (61 meters) of the property line.
ARTICLE III
Private Sewage Disposal
privisions of this article.
of construction of a private sewage disposal
Sec. 2. Before commencemen ^ written permit signed by the
system the owner shall ixr
Lowndes County Health Officer.
Sec. 3. A permit for . prlv.te .ew.Se ai.po.al -X"-
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B-4
effective until the installation is completed to the satisfaction
of the Lowndes County Health Officer. He shall be allowed to
inspect the work at any stage of construction and, in any event
the applicant for the permit shall notify the Lowndes County Health
Officer when the work is ready for final inspection, and before any
underground portions are covered. The inspection shall be made
within (48) hours of the receipt of notice by the Lowndes County
Health Officer.
Sec. 4. The type, capacities, location, andlayout of a private sewage
disposal system shall comply with all recommendations of the Department
of Public Health of the State of Georgia. No septic tank or
cesspool shall be permitted to discharge to any natural outlet.
Sec. 5. At such time as a public sewer becomes available to a property
served by a private sewage disposal system, as provided in Article II,
Section 4, a direct connection shall be made to the public sewer in
compliance with this ordinance, and any septic tanks, cesspools, and
similar private sewage disposal facilities shall be abandoned and
filled with suitable material.
Sec. 6. The owner shall operate and maintain the private sewage disposal
facilities in a sanitary manner at all times, at no expense to the
City.
Sec. 7. No statement contained in this article shall be construed to
interfere with any additional requirements that may be imposed by
the Health Officer.
Sec. 8. When a public sewer becomes available, the building sewer shall be
connected to said sewer within ninety (90) days, and the private
sewage disposal system shall be cleaned of sludge and filled with
clean bank-run gravel or dirt.
ARTICLE IV
Building Sewers and Connections
Sec. 1« No unauthorized person shall uncover, make any connections with
or opening into, use, alter, or disturb any public sewer or appurtenance
thereof without first obtaining a written permit from the City Engineer.
Sec. 2. There shall be two (2) classes of building sewer permits* (^0 for
residential and commercial service, and (b) for service to establishments
producing industrial wastes. In either case, the owner or his agent
shall make application on a special form furnished by the City. The
permit application shall be supplemented by any plans, specifications
or other information considered pertinent in the judgement of the City
-------
B-5
Engineer. A permit and inspection fee of Five (5) dollars for a
residential or commercial building sewer permit and twenty-five (25)
dollars for an industrial building sewer permit shall be paid to the
City at the time the application is filed.
All residential and commercial permit applications shall be submitted
to the Water and Sewer Director, who will review, and, if in order,
will approve and forward one copy to Customer Service, one copy to
County Health Officer, one copy to the Plumbing Inspector, and one
copy to the applicant. All industrial permit applications shall be
submitted to the City Engineer, who shall review, and if approved
distribute copies as for residential and commercial permits. Any
person discharging industrial wastes into the public sewer system
at the time of passage of this ordinance, shall submit a permit
application, in the required form, within one year from the date of
passage of this ordinance. The Customer Service Department shall not
accept payment for sewer taps unless approved by the Water and Sewer
Director or the City Engineer as privided herein.
Sec. 3. All costs and expense incident to the installation and connection
of the building sewer shall be borne by the owner. The owner shall
indemnify the City from any loss or damage that may directly or
indirectly be occasioned by the installation of the building sewer.
Sec. 4. A separate and independent building sewer shall be provided for
every building; except where one building stands at the rear of another
on an interior lot and no private sewer is available or can be
constructed to the rear building through an adjoining alley, court
yard, or driveway, the building sewer from the front building may be
extended to the rear building and the whole considered as one building
sewer, provided both buildings are under the same ownership.
Sec. 5. Old building sewers may be used in connection with new buildings
only when they are found, on examination and test by the City Engineer
to meet all requirements of this ordinance.
Sec 6 The size, slope, alignment, materials of construction of a building
' sewer and the methods to be used in excavating, placing of the pipe,
lointine testing, and backfilling the trench, shall all conform to
the requirements of the building and plumbing code or other applicable
rules and regulations of the City and State, In the absence of code
nrovlslons or in amplification thereof, the materials and procedures
set forth in appropriate specifications of the A.S.T.M. and W.P.c.F.
Manual of Practice No. 9 shall apply.
Sec 7 Whenever possible, the building sewer shall be brought to the
building at an elevation below the basement floor. In all buildings
in which any building drain is too low to permit gravity flow to the
-------
B-6
public sewer, sanitary sewage carried by such building drain shall
be lifted by an approved means and discharged to the building sewer.
Sec. 8. No person shall make connection of roof downspouts, exterior
foundation drains, areway drains, or other sources of surface runoff
or groundwater to a building sewer or building drain which in turn is
connected directly or indirectly to a public sanitary sewer.
Sec. 9. The connection of the building sewer into the public sewer shall
conform to the requirements of the building and plumbing code or other
applicable rules and regulations of the City, or the procedures set
forth in appropriate specifications of the A.S.T.J, and the W.P.C.F.
Manual of Practice No. 9. All such connections shall be made
gastight and watertight. Any deviation from the prescribed procedures
and materials must be approved by the City Engineer before installation.
Sec. 10. The applicant for the building sewer permit shall notify the
City Plumbing Inspector when the building sewer is ready for inspection
and connection to the public sewer. The connection shall be made under
the supervision of the City Plumbing Inspector or his representative.
Sec. 11. All excavations for building sewer installation shall be adequately
guarded with barricades and lights so as to protect the public from
hazard. Streets, sidewalks, parkways, and other public property
disturbed in the course of the work shall be restored in a manner
satisfactory to the City Engineer.
ARTICLE V
Use of the Public Sewers
Sec. 1. No person shall discharge or cause to be discharged any stormwater,
surface water, groundwater, roof runoff, subsurface drainage,
uncontaminated cooling water, or unpolluted industrial process waters
to any sanitary sewer.
Sec. 2. Stormwater and all other unpolluted drainage shall be discharged
to such sewers as are specifically designated as combined sewers or
storm sewer, or to a natural outlet approved by the City Engineer.
Industrial cooling water or unpolluted process waters may be discharged,
on approval of the City Engineer, to a storm sewer, combined sewer,
or natural outlet.
Sec. 3. No person shall discharge or cause to be discharged any of the
following described waters or wastes to any public sewers:
(a) Any gasoline, benzene naphtha, fuel oil, or other flammable or
explosive liquid, solid, or gas. ^aamoie or
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B-7
(b) Any waters or wastes containing toxic or poisonous solids,
liquids, or gases in sufficient quantity, either singly or by
interaction with other wastes, to injure or interfere with any
sewage treatment process, constitute a hazard to humans or
animals create a public nuisance, or create any hazard in the
receiving waters of the sewage treatment plant, including but
not limited to cyanides in excess of two (2) mg/1 as CN in the
Wastes as discharged to the public sewer.
Cc) Any waters or wastes having a pH lower than 5.5, or having any
other corrosive property capable of causing damage or hazard to
structures, equipment, and personnel of the sewage works.
fd} Solid or viscous substances in quantities or of such size
capable of causing obstructions to the flow in sewers, or other
interference with the proper operation of the sewage works such
as but not limited to, ashes, cinders, sand, mud, straw,
shavings, metal, glass, rags, feathers, tar, plastics wood
uneround garbage, whole blood, paunch manure, hair and fleshings,
entrails andpaper dishes, cups, milk containers, etc. either
whole or ground by garbage grinders.
Sec 4 NO person shall discharge or cause to be discharged the following
bribed substances, materials, waters, or wastes if it appears likely
in the opinion of the City Engineer that such wastes canharm either
ih-sewers sewage treatment process, or equipment, have an adverse
effect on the receiving stream, or can otherwise endanger life limb,
errect on constitute a nuisance. In forming his opinion as
to the acceptability of these wastes, the City Engineer will give
to the accep y as the quantities of subject wastes in
consideration ^ velocities in the sewers, materials of construc-
relation to Qf ^ gewage treatment process, capacity
tion of the sew » 0iant degree of treatability of wastes in
tte'sLagrtrea^t plant, aid other pertinent factors. The substances
prohibited are:
(a) Any liquid or vapor having . temperature higher than one
hundred fifty (150) F (65 C).
/.tni-Ainine fats, wax, grease, or oils,
(b) Any water or waste ^ eXcessof 0ne hundred (100)
whether substances which may solidify or become
mg/1 or r!tures between thirty-two (32) and one
viscous at temperatu 0
hundred fifty (150) °P (0 an(I «•
u * not been properly shredded. The installation
(c) Any garbage that bAge grinder equipped with a motor of
and operation of any g /Q 7g hp metric) or greater shall
ansSSt 2L*lZZ¦sr^i Engln«r.
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B-8
Any waters or wastes containing strong acid iron pickling wastes,
or concentrated plating solutions whether neutralized or not.
Any waters or wastes containing iron, chromium, copper, zinc,
and similar objectionable or toxic substances; or wastes exerting
an excessive chlorine requirement, to such degree that any such
material received in the composite sewage at the sewage treatment
works exceeds the limits established by the City Engineer for
such materials, as listed below.
The limits fixed herein may be used as a guide in design and
plant control, but may be altered by the City Engineer in the
event of a cumulative overload on a particular drainage basin or
the sewage treatment plant.
Fixed Upper Limits for Constituents parts Per Million by Weight
Any waters or wastes containing phenols or other taste or odor-
producing substances, in such concentrations exceeding Limits
which may be established by the City Engineer as necessary after
treatment of the composite sewage, to meet the requirements of
the State, Federal, or other public agencies of jurisdiction for
such discharge to the receiving waters.
Any radioactive wastes or isotopes of such half-life or concentration
as may exceed limits established by the Citv FncHnoov -t ntration
with applicable State or Federal regulations. compliance
Any waters or wastes having a pH in excess of (9.5).
Materials which exert or cause:
(1) Unusual Concentrations of insert suspended soHrfa „
but not limited to, Fuller, earth, ltae Uurrie. inrfw '
residues) or if dissolved solids (surh u u ' ? 6
to, sodium chloride and sodium sulfate). * " n0t lted
Cadmium
Chromium
Copper
Cyanide
Nickel
Silver
Tin
Zinc
Pheno1
5.0
3.0
3.0
0.0
0.1
5.0
5.0
3.0
0.5
-------
B-9
(2) Excessive discoloration (such as, but not United to dye
wastes and vegetable tanning solutions). '
(3) Unusual BOD, chemical oxygen demand, or chlorine r<*n„i
in such quantities as to constitute a significant load '
the sewage treatment works. slgnxtLCant load on
(4) Unusual volume of flow or concentration of
"slugs" as defined herein. °£ WaStes <=°™tituti„g
Cj) Waters or wastes containing substances which are not amenabi. ^
treatment or reduction by the sewage treatment processes employed
or are amenable to treatment only to such degree that the s
treatment plant effluent cannot meet the requirements of othir86
agencies having jurisdiction over discharge to the receiving waters
Sec. 5. If any waters or wastes are discharged, or are proposed to be
discharged to the public sewers, which waters contain the substance
or posses the characteristics enumerated in Section 4 of this A ti l
and which in the judgement of the City Engineer, may have a deleterio,*
effect upon the sewage works, processes, equipment, or receiving wat!
or which otherwise create a hazard to life or constitute a public
nuisance, the City Engineer may:
(a) Reject the wastes
(b) Require pretreatment to an acceptable condition for discharge
to the public sewers
(c) Require control over the quantities and rates of discharge
and/or
(d) Require payment to cover the added cost of handling and treating
the wastes not covered by existing taxes or sewer charges under
the provisions of Article X of this Ordinance
(e) Require any combination of (b), (c) and (d) above
If the City Engineer permits the pretreatment or equalization of waste
flows, the design and installation of the plants and equipment shall
be subject to the review and approval of the City Engineer, and
subject to the requirements of. all applicable codes, ordinances, and
laws
Sec. 6. Grease, oil, and sand interceptors shall be provided when in th
opinion of the City Engineer, they are necessary for the proper
handling of liquid wastes containing grease in excessive amounts
any flammable wastes, sand, or other harmful ingredients; except'that
-------
B-10
such interceptors shall not be required for private living quarters
or dwelling units. All interceptors shall be of a type and capacity
approved by the City Engineer, and shall be located as to be readily
and easily accessible for cleaning and inspection.
Sec. 7. Where preliminary treatment or flow-equalizing facilities are
provided for any waters or wastes, they shall be maintained continously
in satisfactory and effective operation by the owner at his expense.
Sec. 8. When required by the City Engineer, the owner of any property
serviced by a building sewer carrying industrial wastes shall install
a suitable control manhole together with such necessary meters and
other appurtenances in the building sewer to facilitate observation,
sampling, and measurement of the wastes. Such manhole, when required,
shall be accessibly and safely located, and shall be constructed in
accordance with plans approved by the City Engineer. The manhole
shall be installed by the owner at his expense, and shall be maintained
by him so as to be safe and accessible at all times.
Sec. 9. All measurements, tests, and analyses of the characteristics of
waters and wastes to which reference is made in this ordinance shall
be determined in accordance with the latest edition of "Standard
Methods for the Examination of Water and Wastewater", published by
the American-Public Health Association, and shall be determined at
the control manhole provided, or upon suitable samples taken at said
control manhole. In the event that no special manhole has been required,
the control manhole shall be considered to be the nearest downstream
manhole in the public sewer to the point at which the building sewer
is connected. Sampling shall be carried out by customarily accepted
methods to reflect the effect of constituents upon the sewage works
and to determine the existence of hazards of life, limb, and property,
(The particular analyses involved will determine whether a twenty-four
(24) hour composite of all outfalls of a premise is appropriate or
whether a grab sample or samples should be taken. Normally, but not
always, BOD and suspended solids analyses are obtained from 24 hour
composites of all outfalls whereas pH's are determined from periodic
grab samples).
Sec. 10. No statement contained in this article shall be construed as
preventing any special agreement or arrangement between the City and
an industrial concern whereby an industrial waste of unusual strength
or character may be accepted by the City for treatment, subject to
payment therefor, by the industrial concern, as provided in Article
X of this ordinance.
-------
B-ll
ARTICLE VI
Protection from Damage
Sec.
1. No unauthorized person shall maliciously, willfully, or negligently
break, damage, destroy, uncover, deface, or tamper with any structure
appurtenance, or equipment which is a part of the sewage works. Any *
person violating this provision shall be subject to immediate arrest
under charge of disorderly conduct.
ARTICLE VII
Powers and Authority of Inspectors
1 The Citv Engineer and other duly authorized employees of the City,
tearTnl proper credentials and identification, shall be permitted to
enter 111 properties for the purposes of inspection, observation,
gampling, and testing in accordance with the privisions
measureme , P Engineer or his representatives shall
of this or n . inquire into any processes including metallurgical,
have no authority^to^inq ^ ^ induatrie8 beyond
chemical, oi, and source of discharge to the sewers
that point bearing on t treatment,
or waterways or facilities tor *
. necessary work on private properties referred
Sec. 2. While per:£orm 8 above, the City Engineer or duly authorized
o t "eV^n'observe aU safety rules applicable to the
premises established by the company.
~ and other duly authorized employees of the City
Sec. 3, The City Enginee identification shall be permitted to
bearing proper creden through which the city holds a duly
enter all private prop®rtle,s t» ^ o£> but not limited to
negotiated easement fo uraoentf sampling, repair, and
inspection, observeatio , ^ sewage works lying within said
maintenance of any porti o„K-emient WOrk, if any, on said easement
easement. _ All_entry and th; terms of the duly negotiated
shall be done in a^rprlvate property involved,
easement pertaining to p
ARTICLE VIII
Penalties
, jniAtl&K any provision of this
Sec. 1. Any person found to be vio ^ getved by the City with written
ordinance except Article Vi violation and providing a reasonable
notice stating the nature of t t thereof. The offender
time limit for the satisfactory corre
-------
B-12
shall, within the period of time stated in such notice, permanently
cease all violations.
Sec. 2. Any person who shall continue any violation beyond the time limit
provided for in Article VIII, Section I, shall be guilty of a misdemeanor,
and or conviction thereof shall be fined in the amount not exceeding
fifty (50) dollars for each violation. Each day in which any such
violation shall continue shall be deemed a separate offense.
Sec. 3. Any person violating any of the provisions of this ordinance
shall become liable to the City for any expense, loss, or damage
occasioned the City by reason of such violation.
ARTICLE IX
Validity
Sec. 1. All ordinances or parts of ordinances in conflict herewith are
hereby repealed. Specifically, Sections 31-28 through 31-34 of the
Valdosta City Code is hereby repealed.
Sec. 2. The invalidity of any section, clause, sentence, or provision of
this ordinance shall not affect the validity of any other part of this
ordinance which can be given effect without such invalid part or parts.
ARTICLE X
Industrial Sewer Surcharges
Sec. 1. As provided in Article V, Section 10, Industrial Waste may be
accepted into the Public Sewers, even though such waste does not meet
the requirements of Article V, if the City Engineer determines that
said waste can be accepted without adverse effect on the City Sewage
Works. Provided, however, that the person discharging such waste shall
be charged and assessed a surcharge, in addition to any sewer service
charges, if the wastes have a concentration greater than the following
"normal" concentration.
(a) A BOD of 250 parts per million
(b) A suspended solids content of 250 parts per million
Sec. 2. When either or both total suspended solids and BOD of Industrial
Waste accepted for admission to the City Sewage Works exceeds the
values of these constituents for normal sewage, the excess concentration
in either or both, as the case may be, shall be evaluated in terms of
normal sewage, and shall be subject to a surcharge derived in accordance
with the following formula;
-------
B-13
Surcharge = A
250 ' 250 X C
2
Where: A =» BOD in parts per million
B = Suspended solids in parts per million
C = Normal sewer service charge calculated in accord*^
with existing rates cordance
Note: The values of A B shall 4n M i.
TSTHuKi/or "TOT "° case be less
than unity.
Sec. 3. Billing procedure. Industrial waste surcharges provided for i
bill artiCle Sha11 be prepared and rendered with the regular water
Sec. 4. The volume of flow used in computing industrial waste surcha
shall be based upon metered, estimated, or prorated water consumctio
as shown in the records of the City Water Department. in the event "
that a person discharging waste into the City Sanitary Sewer System
produces evidence that a significant portion of the total volume of
water used for all purposes does not reach the City sanitary sewer
estimated percentage of total water consumption to be used in conro't^
charges may be agreed upon between the City Engineer and the person
discharging industrial waste into said sewer. If unmetered water
supplies are used by the person discharging industrial wastes into the
City sanitary sewer, or in the event that a reasonable approximation
of flows cannot be obtained otherwise, the volume of flows shall be
determined by actual measurement, utilizing a flow meter provided by
the person discharging the industrial waste, and approved by the City
Engineer. Measurements of flow shall be taken and recorded for a
period of not less than seven davs. and repeated every six months.
5. The industrial waste of each person discharging same into the City
sanitary sewers shall be subject to periodic inspection and a determina-
tion of character and concentration of said waste shall be made semi-
annually, or more often, as may be deemed necessary by the City Engineer
Samples shall be collected in such a manner as to be representative of
the actual quality of the waste, as provided in Article V, Section 9
Sec.
of this ordinancet
-------
B-14
ARTICLE XI
Ordinance in Force
Sec. 1. This ordinance shall be in full force and effect from and after
its passage, approval, recording, and publication as provided by law.
Sec. 2. BE IT ORDAINED by the Mayor and Council of the City of Valdosta,
and it is hereby ordained by the authority of the same, that
SO ORDAINED, this
day of April
, 1971.
-------
APPENDIX C
STUDY DATA
-------
C-l
XmUENT DATA
VALDOSTA SEWAGE TREATMENT PLAKT
STATION MO. VP-1
Date
Time
Flow
(HCP)
~j£L
BOD
Isill
I74i7
COD
TOC
Stttinbli
Suapandad
Volatile Snap.
(««/!)
TKN
0»«/l)
NH3
(**/!)
N02'N03
(»a/l)
9/15771
1700-2400
3.81/
6.6
9/19/71-
9/20/71
1700-0800
7,0
648
544
17,3
11.5
0.05
9/20/71 2400-0800
0800W600
1600*2400
WEICHT1& MEAN
2.6
4.4
4.4
3.8
6.8
7.1
6.8
139
280
240
232
1040
1465
12321'
70
180
175
153
9/20/71-
9/21/71
0800-0800
1008
788
13.5
8.30
0.04
9/21/71
WEIGHTED
2400-0800
0800-1600
1600-2400
MEAN
2.5
4.4
4.3
3.7
7.0
6.9
6.8
109
220
200
188
1630
507
694
829
51
80
130
93
Total
Phosphorus
9/21/71 0600*2300
2400-0800 2.8
9/22/71 0800-1600
1600-2400
WEIGHTED MEAN 2,9k'
6.9
6.8
Z10
1*0
200i'
1/
120
11 .0
390
20-1 13.5 0.78
9/22/71-
9/23/71
9/23/71
0800-0800
2400-0800
0800-1600
1600-2400
WEIGHTED MEM*
2.6
6.9
115
140
4.0
7.0
172
660
330
4.1
7.0
160
570 1/
614 —
90
3.6
154
192
6.0
460
18.2 12.5 0.47
9.90
9/23/71-
9/24/71
0800-0800
9/24/71 2400-0800 2.4
WEIGHTED MEAN
9/26/71 0800-1600 *-4
1600-2400
WEIGHTED MEAN 3.5V
1/
6.9
6.9
6.9
Si/
:sv
tly
125
149 .
137 —
472
696 .
58 7 i'
240
"l/
l«i'
10.0
520
300
19.7 12.5 0.97
10.50
9/26/71-
9/27/71
9/27/71
0800-0800
2400-0800
0800-1600
1600-2400
WEIGHTED MEAN
4.3
4.2 ,
4. 2^
7.0
6.9
6.8
76
392
90
245
752
130
182
1170
140
184
834
123
11.0
70
19.3
0.97
9.80
9/27/71-
>/28/71
9/28/71
0800-0800
2400-0800
0800-1600
1600-2400
WEIGHTED MEAN
2.2
4.3
4.1
3.3
6.8
6.7
6.8
122
729
113
250
93
280
1180
10231'
92
235
97
8.3
300
17.6
11.5
<0.01
10.67
9/28/71-
1/29/71
9/29/71
0800-0800
9.0
2400-0800
0800-1600
1600-2400
WEIGHTED KEAN
t/29/71-
/30/71
'/30/71
0800-0800
2400-0800
0800-1600
1600-2400
WEIGHTED KEAN
/30/71-
0/01/71
0800-0800
0/01/71 2400-0800
WEIGHTED KEAN
MEAN
MAXIWM
MINIMUM
2.2
6.8
116
1150
4.2
6.7
280
4.1
3.3
6.7
270
242
1130^
2.4
6.8
108
4.4
6.8
171
4.2
4.7
230
3.7
180
2.4
i.O/
3.»
J.J
Si/
202
262
154
1)2
•54
*1
175
ISO
It*
SI
M
170
114
ltt
192
M
14.0
t.t
14.0
6-0
310
980
380
517
100*
70
290
870
330
431
170
40
16.8
18.0
12.5 <0.01
17.5
20.1
13.5
13.5
10.0
0.02
0.04
11.9 0.34
13.5 0.97
••5 <0.01
9.20
10.37
12.60
9.20
Til BODi TOC, .1)4 COD «T. flow <«11* "J*1"'
V.lu.1 net include in tor Muiy pnun.
-------
C-2
EF/LUENT DATA
VALDOSTA SWAGE TREATMENT PLANT
STATION NO. VF-7
Pat*
Tina
Flow
(HOP)
_El
BOO
(aa/D
COD
(¦l/l)
TOC
(«l/l)
(•I/O
»uap«n
NO2-NO3
(¦«/l)
Residual
(M/l)
9/20/71 0000-1600
1600-2400
WEIGHTED MEAN
4.4
4.4
4.4*'
7.1
7,4
42
"2/
49 —
60
104
96-
36
*°2/
9/20/71
1700
2.0
9/20/71-
9/21/71
08O0-O600
I2M
44
'..92
10.0
0.0
0.04
9/21/71 2400*0900
0*00-1.600
1*00-2400
WEIGHTED KEAM
2.3
4.4
4.3
J.7
7.3
7.0
7.0
50
SO
44
4t
112
272
160
193
40
76
66
71
9/21/71
I1M
13 V)
1600
1.5
1.5
1.5
9/21/71-
9/22/71
0000-0600
0.8
100
61
6,62
10.1
7.5
0.04
9/22/71 2400-0600
0000-1600
1600-2400
WEIGHTED MEAN
i .6
4. ii7
4.1^
3.7*'
7.2
7.0
7.1
4fe
54
40
sol/
lit.
1562/
11
IH
&
9/22/71
00 SO
1600
-2.0
2.0
9/22/71-
9/23/71
0000-0600
0.3
60
61
6.47
10.0
7.5
0.03
9/23/71 2400*0600
0600-1400
1600-2400
WEIGHTED MEAX
2.6
4.0
4.1
3.6
7.1
7.0
7.1
30
44
42
40
96
102
75 *
26
31
31
30
9/23/71
0620
1625
>2.0
'2.0
9/23/71-
9/24/71
0800-0600
1.4
52
52
4.0
9.6
7.0
0.03
9/24/71 2400-0800
WEIGHTED KEAM
2.4
2.kV
7.2
*°2/
4C£/
60
801/
22 ,
22V
9/24/71
00 SO
1230
1330
>2-0
>2.0
>2.0
9/26/71 O0O(M-16OO
1600-2400
WEIGHTED MEAN
3.4
,
3.5*'
6.9
7.0
30
s*
120
l0#2/
114£'
35
S*
9/26/71-
9/27/71
0000-0000
0.5
24
24
3.43
9.1
7.5
0.04
9/27/71 2400-0600
9000-1600
1600-2400
WE1CUTED (CAM
2 .&
4.3
4.2
3.7
7.1
7.1
7.1
44
30
52
45
156
180
136
158
41
33
30
34
9/27/71 0620
1220
ULO
1610
9/27/71-
9/28/71 0000-0000
9/20/71 2400-0000
2.2
7.0
13
160
40
0000-1600
4.3
7.1
53
144
31
1600-2400
4.1
7.2
43
104
25
WEIGHTED MEA*
3.5
41
134
31
9/20/71 0000
1000
1210
9/20/71-
9/29/71
0000-0000
9/29/71 2400-0000
0000-1000
1600-2400
WEIGHTED >CAN
9/29/71 1200
9/29/71-
9 / 30/71 0000-0000
2.2
7.2
50
100
21
4.2
7.0
43
31
4.1
3.3
7.0
66
70
tao&
25
20
9/30/71
2400-0000
0000-1600
1600-2400
WEIGHTED MEAN
9/30/71 1400
9/30/71-
10/1/71 0000-0600
2.4
4.*
4.2
3.7
6.3
7.0
7.1
MO*
37
90
37
11
»
33
3)
<0.1
1.3
>1.3
>1.5
>2.0
>1.5
>1.3
10.0 O.Jl
~.s 0.42
10/1/71 2400-0000
VEIOITB MEAH
7,1
35s/
Si/
KEAM
3.6
30
162
11
0.7
MX1HM
4.6
70
193
73
1.4
MINIUM
3.3
33
73
21
0.2
Vt. Uadad l/day A»|.
1500
4960
1140
67
121
40
69
6.9
t.)
3,4)
6.3 0.17
10.0 1.1 o.M
10*6 10.0 O.lf
*•0 6.3 0.0)
NOTE( MO, TOC. AMD COD ara flow walght»d daily MIM.
1/ Total cfelorlM raaldual vaiuaa wtr« colloctad at Station VP-0, which it aftar tha ....
Station V?-7, which la bafora eha cHlorlaa contact tank. contact tank, All othar valuaa «ra fat
2/ taloaa not lncludad In Man for attldy pavlod.
3/ No daplatlon - poaalbla toxicity.
4f A*orafo flow for iadiuU4 tlaa parted.
-------
INFLUENT WASTEWATER CHARACTERISTICS
VALDOSTA ACTIVATED SLUDGE PLANT
11 1/ 1/ Solids Nitrogenous Comp. (N) Total
Date Flow BOD COD TOC Settleable Susp. Vol, TKN NH3 NO2+NO3 Phos.
1971 Avg. MGD (rog/1) (#/day) 6ng/l) (#/day) (mg/1) (#/day) (ml/1) (mg/1) (mg/1) (ma/1) (ma/1) (mg/1) (mg/1)
hlA!
9/19
3.8
174
5,510
75
2,380
7.0
648
544
17.3
11.5
0.05
4/
9/20
3.8
232
7,320
1252
39,680
153
4,850
1,008
788
13.5
8.5
0.04
10.57
9/21
3.7
188
5,770
829
25,580
93
2,870
11.0
390
320
20.1
13.5
0.78
12.60
2,3,4/
9/22
2.8
200
6,840
125
4,270
6.0
490
480
18.2
12.5
0.47
9.90
4/
9/23
3.6
154
4,600
614
18,430
192
5,760
10.0
520
500
19.7
12.5
0.97
10.50
2,3,4/
9/24
2.4
89
1,780
421
8,430
65
1,300
2,3,4./
9/26
3.5
137
4,000
587
17,130
165
4,820
11.0
70
40
19.3
13.5
0.97
9.80
2/
9/27
4.1
184
5,500
834
25,000
125
3,750
8.5
300
220
17.6
11.5
<0.01
10.67
4/
9/28
3.5
235
6,830
1023
29,860
97
2,830
9.0
380
290
16.8
12.5
<0.01
10.30
A/
9/29
3.5
242
7,030
1150
33,570
126
3,680
980
870
18.0
13.5
0.02
9.80
4/
9/30
3.7
180
5,530
114
3,520
14.0
380
330
14.5
10.0
0.04
9.20
2,3,4/
10/1
2.4
89
1,780
58
1,160
Mean
3.6
202
6,060
832
25,000
129
3,880
9.6
517
438
17.5
11.9
0.34
10.37
Max
3.8
242
7,320
834
25,580
192
5,760
14.0
1,008
870
20.1
13.5
0.97
12.60
Min
3.5
154
4,600
829
25,000
93
2,830
6.0
70
40
13.5
8.5
<0.01
9.20
1/ Concentrations are flow weighted averages from 8-hour composite samples.
If Not included in flow mean, max, and min; insufficient data.
3/ Not included in BOD5 and TOC mean, max, and min; insufficient data.
4/ Not included in COD mean, max, and min; insufficient data.
NOTE: Solids concentrations are results of a 24-hour composite sample. Metals concentrations represent grab sample
collected once daily.
-------
EFFLUENT WASTEWATER CHARACTERISTICS
VALDOSTA ACTIVATED SLUDGE PUNT
Date
1971
Flow
(MGD)
BOD5
(n*/l>
COD
(mg/1)
TOC
(mg/1)
Solids
Nit
rogenous Comp,
. (N)
Total
Phos
(mg/1]
Settleable
(ml/1)
Susp
(mg/1)
Vol
(mg/1)
TKN
(mg/1)
nh3
(mg/1)
N02+N03
(mg/1)
9/20^
4.4
49
96
38
--
128
44
10.8
8.00
0.04
6.92
9/21
3.7
48
193
73
0.8
100
68
10.1
7.5
0.04
6.62
9/221/
3.7
50
156
36
0.3
68
68
10.1
7.5
0.03
6.47
9/232/
3.6
40
75
30
1.4
52
52
9.6
7.0
0.03
4.0
9/24^/
2.4
40
80
22
. -
_ _
9/26^
3.5
35
114
33
0.5
24
24
9.1
7.5
0.04
3.43
9/27
3.7
45
158
34
1.0
72
60
11.1
9.0
0.69
9.05
9/28
3.5
41
134
31
0.2
68
40
10.4
10.0
0.31
9.3
9/29i/
3.5
70
180
28
--
80
48
10.6
9.5
0.42
9.5
9/30
3.7
57
—
35
—
8
8
8.0
6.5
0.17
7.2
10/1-/
2.4
33
—
32
—
--
--
—
--
--
Mean
3.6
50
162
38
0.7
67
46
10.0
8.1
0.20
6.9
Max
4.4
70
193
73
1.4
128
68
10.8
10.0
0.69
9.5
Min
3.5
35
75
28
0.2
8
8
8.0
6.5
0.03
3.43
Avg Wt Loaded 1,500 4,960 1 140
(lbs/day)
NOTE: BOD, TOC, and COD Avg Weight Loaded Averages.
1/ Not included in flow, BOD, COD, TOC mean.
2f Not included in COD mean.
-------
C-5
DATA FROM MID-POINT OF AERATION BASIN NO. 1
VALDOSTA SEWAGE TREATMENT PLANT
SAMPLING STATION A-l
Dissolved
Oxygen
Date
Time
£H
(me/1)
9/20/71
1535
1.0
9/21/71
1030
—
0.0
1325
6.9
0.2
1640
7.0
0.6
9/22/71
0835
7.0
0.7
1150
—
0.3
1530
7.1
0.4
9/23/71
0840
7.0
0.7
1240
7.0
0.4
1650
7.0
0.7
9/24/71
0825
7.1
0.7
1205
6.6
1.0
1515
7.1
0.5
9/27/71
0935
6.9
0.6
1210
6.9
0.0
1630
7.0
——
9/28/71
0935
7.0
0.0
1230
6.8
0.0
1750
6.9
9/29/71
0730
6.9
—
1530
6.9
0.1
9/30/71
1000
6.9
0.0
1550
——
1
MEAN
--
0.4
MAXIMUM
7.1
1.0
MINIMUM
6.9
0.0
Percent
Settleable
Solids
12
43
36.5
33
36.5
29.5
25
30
20.5
48.5
46
41
37
95
97
99
98
98
98
96.5
96.5
99
32
60.7
99.0
20.5
Suspended
Solids
W1)
875
2,340
2,110
2,486
1,791
2,063
1,451
SVI
184
173
147
140
145
141
2,795
165
2,684
138
4,095
232
—
• _
4,891
--
5,206
188
—
4,944
198
5,015
192
6,110
158
4,599
215
2,033
157
3,413
172
6,110
232
1,451
138
-------
DATA FROM MID-POINT OF AERATION BASIN NO. 2
VALDOSTA SEWAGE TREATMENT PLANT
SAMPLING STATION A-2
Date
Time
PH
Dissolved
Oxygen
(mg/1)
Percent
Settleable
Solids
Suspended
Solids
(mg/1)
SVI
9/20/71
1537
—
1 .3
13
802
9/21/71
1031
1.0
15.5
1,099
141
1326
7.1
0.8
12
1,906
6:
1641
7.0
1.0
9
—
--
9/22/71
0836
7.1
2.9
13.5
1,174
115
1151
—
1.2
10.5
—
- _
1531
7.2
0.4
9
641
14C
9/23/71
0841
7.0
2.4
13
938
13S
1241
7.2
1.5
8.0
654
122
1651
7.1
0.6
18
—
--
9/24/71
0826
7.0
2.5
16
1,187
13f
1206
6.8
0.7
14
—
1516
7.1
0.7
14
1,241
11:
9/27/71
0936
6.9
0.9
16
2,325
6S
1211
7.0
0.6
17
—
- —
1631
7.1
0.5
16
1,234
13C
9/28/71
0936
7.0
0.6
15
1,100
13€
1231
7.0
0.7
13.5
1751
7.2
1.1
11
915
12(
9/29/71
0731
6.9
2.7
17
1,274
13:
1531
7.1
0.8
11
980
113
9/30/71
1001
7.0
1.6
18
1,195
151
1551
—
35
2,146
15/
MEAN
1.2
14.5
1,244
121
MAXIMUM
7.2
2.9
32.0
2,325
15:
MINIMUM
6.8
0.4
8.0
641
6<
-------
C-7
DATA FROM MID-POINT OF AERATION BASIN NO. 3
VALDOSTA SEWAGE TREATMENT PLANT
SAMPLING STATION A-3
Date
Time
Dissolved
Oxygen
(me/1)
9/20/71
1539
—
1.6
9/21/71
1032
1327
1642
7.1
7.0
0.8
0.5
1.1
9/22/71
0837
1152
1532
7.2
7.3
0.5
0.3
0.3
9/23/71
0842
1242
1652
7.1
7.1
7.1
0.3
0.5
0.4
9/24/71
0827
1207
1517
7.1
7.0
7.2
0.3
1.0
0.5
9/27/71
0937
1212
1632
7.1
7.1
7.1
0.9
0.5
0.4
9/28/71
0937
1232
1752
7.2
7.1
7.2
0.3
0.4
0.6
9/29/71
0732
1532
7.0
7.1
0.8
0.7
9/30/71
1002
1552
7.3
0.4
MEAN
maximum
MINIMUM
7.3
7.0
0.5
1.1
0.3
Percent
Settleable
Solids
13
45
35
29
36.5
30
22
41
25
28.5
37
34
34
39
37.5
34
34
28.5
25
40
24
45
53
34.4
53.0
22.0
Suspended
Solids
(mg/1)
956
1,784
1,297
2,000
1,152
2,106
1,398
2,129
2,017
2,400
1,989
2,007
1,325
2,264
1,535
2,376
2,611
1,899
2,611
1,152
SVI
252
270
182
191
195
179
174
169
162
171
169
189
177
156
189
203
189
270
156
-------
C-8
DATA FROM
MID-POINT
OF AERATION
BASIN NO. 4
VALDOSTA SEWAGE TREATMENT :
PLANT
SAMPLING
STATION A-4
Dissolved
Percent
Suspended
Oxygen
Settleable
Solids
Date
Time
£H
(mg/1)
Solids
(mg/1)
SVI
9/21/71
1033
0.8
31.5
1,500
210
1328
7.1
0.3
29.5
2,233
132
1643
7.0
1.1
26
— —
9/22/71
0838
7.2
0.6
29
1,610
180
1153
—
0.3
24
—
--
1533
7.2
0.5
21.5
1,010
213
9/23/71
0843
7.1
0.5
31
1,643
189
1243
7.1
0.5
22
1,276
172
1653
7.1
0.6
25.5
—
--
9/24/71
0828
7.1
0.5
29
1,810
160
1208
7.0
0.9
30
—
—
1518
7.2
0.4
31
2,110
147
9/27/71
0938
7.1
0.6
48
2,302
208
1213
7.2
0.4
46
—
—
1633
7.0
0.4
41
-2,217
185
9/28/71
0938
7.1
0.3
39
2,200
177
1233
7.1
0.4
34
—
_ —
1753
7.2
0.3
30
1,572
191
9/29/71
0733
7.0
0.7
45
2,477
182
1533
7.1
0.8
31
1,817
171
9/30/71
1003
7.1
0.5
54
2,662
203
1553
—"—
46
2,125
216
MEAN
--
0.5
33.8
1,910
184
MAXIMUM
7.2
1.1
54.0
2,662
216
MINIMUM
7.0
0.3
21.5
1,010
132
-------
C-9
AERATION BASIN EFFLUENT DATA
VALDOSTA SEWAGE TREATMENT PLANT
STATION NO. VP-5
Date
9/19/71
9/19-20
9/20/71
9/20-21
9/21/71
9/21-22
9/22/71
9/22-23
9/23/71
9/23-24
9/24/71
9/26/71
9/26-27
9/27/71
9/27-28
9/28/71
9/28-29
9/29/71
9/29-30
9/30/71
9/30-10/1
10/1/71
Mean
Time
1600-2400
1700-0700
2400-0800
0800-1600
1600-2400
0800-0800
2400-0800
0800-1600
1600-2400
0800-0800
2400-0800
0800-1600
1600-2400
0800-0800
2400-0800
0800-1600
1600-2400
0800-0800
2400-0800
0800-1600
1600-2400
0800-0800
2400-0800
0800-1600
1600-2400
0800-0800
2400-0800
0800-1600
1600-2400
0800-0800
2400-0800
0800-1600
1600-2400
-EM.
6.9
6.8
6.9
6.8
6.8
6.9
6.7
6.7
6.9
6.7
7.0
6.9
6.7
6.7
6.9
6.5
6.7
6.8
6.7
6.7
BOD COD
Cms/1) (mg/1)
480
SOLIDS
Settleable Suspended Vol. Susp.
(Percent) (mg/1) (rog/1)
0800-0800
2400-0800
0800-1600
1600-2400
0800-0800
2400-0800
6.8
6.5
6.7
6.8
6.5
6.5
6.7
>540
480
460
640
44
2,000
3,160
3,040
3,110
3,000
2,900
1,620
160
2,120
2,760
2,920
2,760
55
28
31
33
47
40.5
37
53
1,670
1,470
2,320
680
1,340
2,500
1,820
2,200
2,080
440'
MM
1,652
1,333
700
1,840
980
1,860
1,420
1,660
1,500
MM
180
1,275
-------
WATER OUALITY DATA
SUGAR CREEK 6 WITHLACOOCHEE
(Sept.-Oct., 1971)
Date
Flow
Temp.
D.O.
Station No. & Location
1971
Tine
MGD
°C
(tnit/1)
£H
S-l. Sugar Creek at Bay
9/26
1.28
Tree Road bridge up-
9/27
1315
25.0
7.9
6.9
atreaa froa Valdosta
9/28
1215
24.0
7.9
6.9
S.T.F. outfall
9/29
1410
24.5
7.9
6.9
9/30
0910
19.0
8.5
6.6
10/1
0930
0.92
22.0
8.5
6.9
MEAN
1.13
22.9
8.1
6.8
MAX.
25.0
8.5
6.9
KIN.
19.0
7.9
6.6
S-2. Sugar Creek at
9/26
4.14
Gornto Road bridge,
9/27
1230
26.5
6.1
7.3
dovnstreaa froa
9/28
1200
25.5
7.0
7.1
Valdosta S.T.F. outfall
9/29
1435
26.5
6.5
7.1
9/30
0845
22.0
7.7
6.9
10/1
1100
2.18
24.5
7.1
7.0
MEAN
3.16
25
6.9
7.0
MAX.
26.5
7.7
7.1
MIN.
22.0
6.1
6.9
W-l. Ulthlacoochee River
9/27
1135
24.0
5.1
6.3
at U.S. Hwy. 41, 3% Biles
9/28
1135
24.0
5.0
6.3
upstreaa froa Sugar Creek
9/2 9
1220
23.0
5.3
6.2
confluence
9/30
0810
22.0
5.0
5.9
10/1
0925
—
5.0
6.3
MEAN
23.2
5.1
6.2
MAX.
24.0
5.3
6.3
MIN.
22.0
5.0
5.9
W-2. Wlthlacoochee River
9/27
1200
24.0
4.5
6.6
at Ca. Hwy. 94, 2.5 alles
9/28
1345
24.5
4.0
6.4
dovnstreaa froa confluence
9/29
0940
22.0
4.0
6.6
of Sugar Creek
9/30
0615
22.0
3.9
6.5
10/1
0730
22.0
3.1
6.7
MEAN
22.9
3.9
6.6
MAX.
24.5
4.5
6.7
MIN.
22.0
3.1
6.*
W-3. Wlthlaroorhee River
9/28
1430
24.5
4. 5
7.2
at Ca. Hwy. 31, near
9/30
0530
23.0
4.9
6.A
Fla.-Ca. State Line
MEAN
23.8
4.7
6.8
MAX.
24.5
4.9
7.2
MIN.
23.0
4.5
6.4
BODj TOC
(hr/1) (mg/1)
0.6 5
1.4 6
0.8 6
0.8 5
0.4 8
0.8 6
1.4 8
0.4 5
4.4 19
2.1 30
3.8 19
1.6
2.0 20
2.8 22
4.4 30
1.6 19
0.4 22
0.5 20
0.8 24
0.8 18
0.4 16
0.6 20
0.8 24
0.4 16
0.4 21
3.6 18
3.0 18
3. J 19
— 17
2.6 19
3.6 21
0.4 17
0.9 11
0.8 9
0.8 10
0.9 11
0.8 9
TKN NH3
(mj>/l) (mg/1)
0.21 0.05
0.30 0.06
0.22 0.50
0.20 0.05
0.16 0.05
0.22 0.14
0.30 0.50
0.16 0.05
7.8 5.50
5.85 4.50
8.40 6.50
6.00 4.00
5.40 4.00
6.69 4.9
8.40 6.5
5.40 4.0
0.26 0.05
0.36 0.05
0.38 0.04
0.47 0.03
0.48 0.03
0.39 0.04
0.48 0.05
0.26 0.03
2.10 0.75
1.76 2.56
2.80 1.70
3.75 2.50
4.40 3.00
2.96 2.10
4.40 2.56
1.76 0.75
0.05 0.05
0.24 0.06
0.15 0.06
0.24 0.06
0.05 0.05
Total
NO2-NO3 Phos.
(mg/1) (mg/1)
2.00 0.58
5.90 0.42
3.80 0.30
2.10 0,55
3.60 0.20
3.50 0.41
5.90 0.58
2.00 0.20
2.00 1.78
0,95 3.76
0.80 3.80
0.67 7.68
0.66 2.40
1.02 3.88
2.0 7.68
0.67 1.78
0.20 0.70
0.22 1.08
0.31 0.50
0.29 0.42
0.32 0.50
0.27 0.64
0.32 1.08
0.20 0.42
0.26 1.00
0.45 1.40
0.23 2.00
0.28 2.20
0.22 1.20
0.29 1.6
0.45 2.2
0.22 1.0
0.32 0.60
0.29 0.68
0.31 0.64
0.32 0.68
0.29 0.60
-------
SUMMARY OF COLIFORM BACTERIA DATA FOR ENTIRE STUDY
TOTAL COLIFOKMS/100 ml FECAL COLIFORMS/lOO ml No.
Station
Max.
Mill.
A. Mean
6. Mean
Max.
Min.
A. Mean
G. Mean
Samples
VP-1
1,800,000,000
370,000
110,000,000 41,000,000
16,000,000
200,000
4,900,000
2,100,000
42
VP-7
38,000,000
2,400,000
8,600,000
5,600,000
9,000,000
66,000
1,400,000
630,000
13
VP-8
380,000
100
37,000
2,600
20,000
10
2,100
130
13
S-l
62,000
500
20,000
6,700
740
7
360
180
5
S-2
1,200
7
500
190
860
2
180
14
5
W-l
3,100
200
1,000
620
220
7
82
50
5
o
W-2
215,000
600
57,000
8,500
3,900
40
1,200
470
i
5 1-1
W-3
300
46
170
120
20
10
15
14
2
VL-1
130,000,000
2,000,000
68,000,000
36,000,000
91,000,000
30,000
26,000,000
7,000,000
8
VL-2
70,000,000
1,000,000
24,000,000
6,000,000
12,400,000
100,000
4,000,000
717,000
8
-------
INFLUENT DATA
VAI.DOSTA WASTE STABILIZATION POND
STATION NO. VL-1
Date
Time
Flow
MGD
pH
BOD
(mg/1)
COD
(mft/1)
TOC
(mg/1)
Set tleab]e
Sol ids
(mR/1)
Solids
Suspended Volatile
(mg/1) (mg/1)
TKN
(mg/1)
NH3
(mg/1)
NO2-NO3
(mg/1)
T
Phos.
(mg/1)
Phenols
(mg/l)
Cn
(mg/1)
Mercury
ug Hg/L
9/26-27
1400-1100
0.56
7.5
142
1032
150
5.5
250
220
18.6
11.5
1.17
7.8
9/27-28
1100-1030
0.64
7.1
360
920
200
2.5
295
230
20
10.0
0.06
10.4
9/28-29
1100-1135
0.66
7.1
320
936
150
4.5
450
280
12.8
8.0
0.02
9.0
9/29-30
1135-0715
0.62
7.3
300
-
150
7.0
—
—
13.6
10.0
0.02
9.9
9/30-10/1
0800-0800
0.60
7.0
210
—
163
2.5
195
180
15.5
12.0
'0.01
10.5
9/29
1000-1300
840
<0.01
0.8
MEAN
0.62
7.2
266
963
163
4.4
298
228
16.1
10.3
0.26
9.5
MAX.
0.66
7.5
360
1032
200
7.0
450
280
20.0
12.0
1.17
10.5
MIN.
C. 56
7.0
142
920
150
2.5
195
180
12.8
8.0
0.01
7.8
EFFLUENT DATA
VALDOSTA HASTE STABILIZATION POND
STATION NO. VL-2
9/26-27
1400-1100
7.9
28
228
70
o.sU
125^'
100
8.9
3.0
<0.01
7.5
9/27-28
llOO-llOO
7.8
31
260
80
Traced
145!'
145
9.0
3.0
0.01
8.1
4.9
9/28-29
1100-1120
7.6
39
256
78
Trace!'
165!'
145
8.0
4.0
0.01
7.5
6.4
9/29-JO
1120-0715
7.6
32
—
68
Trace!/
90!'
75
7.8
4.5
<0.01
7.5
0.3
9/29
9/30
9/30
9/30
9/30
1330
1135
1235
1335
1435
13.2
12.1
11.6
13.5
15.2
9/30-
10/1
0800-0800
7.9
24
—
73
Trace!'
11517
95
9.4
3.5
'0.01
8.0
9/29
1000-1300
50
'0.01
'0.2
MEAN
MAX.
MIN.
7.8
7.9
7.6
31
39
24
248
260
228
74
80
68
128
165
90
112
145
75
8.6
9.4
7.8
3.6
4.5
3.0
0.01
0.01
0.01
7.7
8.1
7.5
9.6
15.2
0.3
1/ Kloatlng and suspended algae
in saaple
.
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APPENDIX D
SAMPLING PROCEDURE - ANALYTICAL METHODS - SAMPLE STATIONS
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D-l
APPENDIX D
SAMPLING PROCEDURE - ANALYTICAL METHOD - SAMPLING LOCATIONS
SAMPLING PROCEDURE
Composite samples at stations VP-1, VP-5, and VP-7 were collected
at one-hour intervals for a 24-hour period using Serco automatic samplers.
The special study on the stabilization pond was conducted during Septem-
ber 27 through October 1. Samples from the influent (station VL-1) and
effluent (station VL-2) of the stabilization pond were collected by using
Protex automatic samplers set to collect an aliquot of sample at five-
minute intervals for a 24-hour composite sample. All composite samples
were analyzed for total suspended solids and total volatile suspended
solids, total kjeldahl nitrogen (TKN), ammonia (NH3), nitrate-nitrite
(NO3-NO2), total phosphorus (P), Five-Day Biochemical Oxygen Demand (BOD5),
Total Organic Carton (TOC), and Chemical Oxygen Demand (COD). Stream
samples were collected daily and subjected to all of the above analyses
except solids and additional determinations for dissolved oxygen and
temperature. All stream samples were collected at mid-stream and mid-depth
and preserved by cooling until returned to the treatment plant for analysis
. ert1,i-heast Water Laboratory at Athens, Georgia, for
Samples shipped to the Southeast waw
analysis were preserved in the field laboratory. Samples for metals,,
>henols, and cyanides were collected once during the survey at stations
A vt-2 These samples were collected by grabbing
fP-1, VP-8, VL-1, and VL-^. r
^i-orvals for a six-hour composite sample. Dissolved
lamples at two-hour inter
'Xygen, settleable solids, and suspended .olid, were collected in the
* , 11 a-3 and A-4 early morning, noon, and late
eration basin at A-l, A-Z, " *
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D-2
afternoon on a grab basis. Dissolved oxygen determinations on the
effluent prior to chlorination were determined twice per day. Suspended
solids were determined once on the wasted sludge to the digester and the
stabilized sludge to the drying beds. Two samples were collected on the
digester supernatant and analyzed for settleable solids and pH.
Bacteriological samples at the treatment plant were collected at
stations VP-1, VP-7, and VP-8 every two hours for two 32-hour periods
and composited according to flow. Bacteriological samples from the pond
were collected at stations VL-1, and VL-2 once at hourly for a four-hour
period. They were not composited according to flow. Stream samples
for bacteriological determinations were collected once daily for five
days. All bacterial samples were either placed in an ice chest or
refrigerated until time of analysis.
Qualitative determinations for the presence of Salmonella were made
at stations VP-1, VP-7, VP-8, S-l, S-2, VL-1, and VL-2 using the modi-
fied swab technique of Moore.-/ The swabs were suspended just beneath
the water surface for a period of five days.
ANALYTICAL METHODS
The following analyses were performed at the Southeast Water
Laboratory in Athens, Georgia. TOC, TKN, NH3, N03-N02, phenols, Cti,
phosphorus, and metals.
Solids, BOD5, COD, and pH were analyzed in the field.
1. Biochemical Oxygen Demand (BOD5), "EPA Methods for
Chemical Analysis of Water and Waste," 1971 (pp. 15_16).
1/ Moore, B. "The Detection of Paratvohoid 4 ™
of Sewage Examination," Bulletta
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D-3
Dilution water was used from station W-l.
2. Chemical Oxygen Demand (COD) - Dichromate Reflux...
0.25N; Standard Methods for the Examination of Water and
Wastewater, 13th Edition, p. 495 Method 220 (1971).
3. Total Organic Carbon (TOC) "EPA Methods for Chemical
Analysis of Water and Wastes" 1971 (pp. 221-229).
4. Solids, Non-Filterable (Suspended), "EPA Methods for
Chemical Analysis of Water and Wastes" pp. 278-279.
5. Solids, Volatile — "EPA Methods for Chemical Analysis of
Water and Wastes" pp. 282-283.
6 Solids, Settleable — Standard Methods for the Examination
of Water and Wastewater, 14th Edition, pp 539, Section
224F (1971).
7. Total Kjeldahl Nitrogen — (Automatic Phenolate Method),
"EPA Methods for Chemical Analysis of Water and Wastes"
1971 (pp. 157-163).
8. Ammonia Nitrogen - (Automated Method) "EPA Methods for
Chemical Analysis of Water and Wastes 1971 (pp 141-147).
9. Nitrate-Nitrite Nitrogen - (Automated Cadmium Reduction
Method) "EPA Methods for Chemical Analysis of Water and
Wastes" 1971 (pp 176-184).
10. Phosphorus - (Automated Single Reagent Method), "EPA
Methods for Chemical Analysis of Water and Waste." 1971
(pp 246—258)•
11. pH - laboratory pH meter with glass electrodes.
12. Dissolved Oxygen (DO) oodlfUd Winkler vlth Full Bottle
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D-4
Technique. "EPA Methods for Chemical Analysis of Water
and Wastes" 1971 (pp 53-59).
13. Residual Chlorine — HACH Chlorine Test Kit.
All samples sent to the Southeast Water Laboratory were preserved
according to the directions listed on pages 1-4 of the "EPA Methods for
Chemical Analysis of Water and Wastes," 1971.
BACTERIOLOGICAL METHODS
Chlorinated samples were dechlorinated using ten percent sodium
thiosulfate. Total and fecal coliform bacteria densities were determined
using the membrane filter techniques as outlined in Standard Methods
for the Examination of Water and Wastewater. 13th Edition, 1971 (pp 678-
685). The Moore^ technique for qualitative Salmonella detection was
used as listed in Standard Methods for Examination of Water and Waste-
water, 13th Edition, pp 698-703. The inoculated enrichment was incubated
18 to 24 hours at 41.5°C according to the procedure of Spino.^ After
primary enrichment, an inoculum was streaked onto Bismuth Sulfite Agar
(BS), XLD Agar, Taylor (XLD), and Hektoen Enteric Agar (HE) plates and
incubated at 35°C for 18 to 24 hours.H Identification methods were
carried out as described by Edwards and Ewing^ with the exception of
the Cytochrome Oxidase Method. Oxidase activity was determined using
Patho-Tec-Co reagent impregnated paper strips.
1/ Moore, B. "The Detection of Paratyphoid Carriers in Towns by Means
~~ of Sewage Examination," Bulletin Hyg., 24, 187, 1941,
2/ Spino, D. F., "Elevated Temperature Technical for the Isolation of
Salmonella from streams. Appl. Microbiology, 14, No. 4, 591, 1966.
3/ Edwards, P. R. and Ewing, W. H., Identification of Enterobacteriaceae.
Burgess Publication Company, Minneapolis, Minnesota, 1962. '
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D-5
SAMPLING STATION LOCATIONS
Treatment Plant
VP-1* Influent to Valdosta Plant at pump house where all wastes
have mixed.
VP-5* Aeration basin effluent.
VP-7* Plant effluent at Parshall flume prior to chlorination.
VP-8 Chlorinated effluent at chlorine contact chamber discharge.
A-l Aeration chamber one at the mid point.
A-2 Aeration chamber two at the mid point.
A-3 Aeration chamber three at the mid point.
A-4 Aeration chamber four at the mid point.
Stabilization Pond
VL-1* Influent to waste stabilization pond at Parshall flume.
VL-2* Effluent from waste stabilization pond at the control gate.
Stream
S-l Sugar Creek at Bay Tree Road bridge located above the treat-
ment plant outfall.
S-2 Sugar Creek at Gornto Road bridge about 1/2 mile below the
plant outfall.
W-l Withlacoochee River at U. S. Hwy. 41 bridge located north
of Valdosta about 3 1/2 miles above the Sugar Creek confluence.
W-2 Withlacoochee River at Georgia Hwy. 94 bridge located about
2 1/2 miles below the Sugar Creek confluence.
W-3 Withlacoochee River at Georgia Hwy. 31 bridge located at
the Georgia-Florida state line.
* 24-Hour Composites
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APPENDIX E
WASTE STABILIZATION POND STUDY
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E-l
WASTE STABILIZATION POND STUDY
In conjunction with the evaluation of the operation and maintenance
of the Valdosta modified activated sludge plant, a special study was con-
ducted on the city's 22-acre waste stabilization pond during September 26
through October 2, 1971.
The pond, located in south Valdosta, was constructed during March 1967.
It receives all wastewater collected south of Branch Street (Figure 1).
The effluent from the pond is discharged unchlorinated into Mud Creek, a
tributary of the River. The pond was designed for a population
equivalent of 4,500 and a flow of 0.45 MGD. During the study, the iii-
fluent average daily flow was 0.62 MGD and had a population equivalent of
8,100.^ The average influent COD was 963 mg/1 or 4,980 lbs/day in-
dicating the presence of some industrial wastes. All data collected are
presented in Appendix C and a summary of the influent and effluent data
is presented on Page E-2. The average B0D5 removal was 87 percent, but
the remaining parameters were below the standard removal efficiencies for
a properly operated and designed stabilization pond. The average total
nitrogen and total phosphorus reductions were 48 and 18 percent, respec-
tively. Studies show that normal nutrient reductions should be 80 percent
for total nitrogen and-40 percent for total phosphorus.V The overall
total and fecal coliform densities showed 83 and 90 percent reductions
1/ .17 pound of BOD ¦ 1 population equivalent.
2/ Oswald, W. J., "Status of Oxidation Pond Processes," presented at
the Southeast Water Laboratory, Athens, Georgia, October 18, 1971.
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WASTE DATA SUMMARY
VALDOSTA WASTE STABILIZATION POND
Flow
BOD;
COD
TOC
Solids
(«S/1)
Nitrogenous Conpounds-N (mg/1)
Total
Phosphorus-P
Coliform Bacteria/100 ml (MT
Range
(MGO)
pH
G*g/1)
(ng/1)
(mg/1)
Tot.Susp.
Tot.Vol;
TKN
NH3
KO3-NO2
(«g/l)
Total
Fecal
lax.
.66
7.5
360
1,030
200
450
280
20.0
12.0
1.17
10.5
130,000,000
91,000,000
lin.
.56
7.0
142
920
150
195
180
12.8
8.0
0.01
7.8
2,000,000
30,000
irichaetlc Mean
.62
7.2
266
963
163
298
228
16.1
10.3
0.26
9.5
68,000,000
36,000,000*
26,000,000
7,000,000*
oad (lbs/day)
1,380
4,980
843
1,540
1,180
83
53.0
2.4
49
IX.
7-9
39
260
80
165
145
D.4
4.5
0.01
8.1
70,000,000
12,400,000
In.
7.6
24
228
68
90
75
7.8
3.0
0.01
7.5
1,000,000
100,000
rlthaetic Mean
7.8
3D
248
74
126
109
8.6
3.6
0.01
7.7
24,000,000
6,000,000*
4,000,000
717,000*
load (lbs/day)
155
1,280
380
652
562
44
19
0.05
40
Percent Reduction
87
74
50
51
45
45
64
56
18
83
90
* Geometric Mean
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E-3
respectively. Bacterial reductions should be in excess of 99 percent
3/
in a properly functioning pond.— Two serotypes of Salmonella were
isolated from the pond effluent. The presence of Salmonella in a water
is proof not only of fecal contamination, but conclusively establishes
the disease-producing potential of the water. Algal count determinations
on 24-hour effluent composites collected during September 28 and 30
indicated 36,022 cells/ml total live algae for the 28th, with 14,588 of
these blue-green algae, and 36,969 cells/ml total count for the 30th,
with 10,873 of these being blue-greens. These counts are too low for
the pond to function properly, arid the presence of blue-greens in domi-
nance is indicative of high organic loading. Algal matting problems
were observed during the study creating a nuisance odor problem (see
Illustration 2).
It is concluded that the pond was not operating efficiently because
it was organically and hydraulically overloaded. Industrial wastes were
contributing to this and possibly having a toxic influence on the bio-
logical activity within the pond. The low algal counts and surface cover
of blue-green algae has reduced the poiwl efficiency. Algal matting
resulting from algae die-offs caused an almost daily nuisance odor problem.
It is recommended that:
1. The pond's design capacity be increased to meet present
conditions and the projected 10-year growth;
3/ Little, J. A., B. J. Carroll, R. Gentry, "Bacteria Removal in
Oxidation Pond," Presented at Second International Symposium for
Waste Treatment Lagoons, Kansas City, Missouri, 1970.
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EPA Library Region 4
E-4
2802
2. One man be assigned to the pond to provide maintenance
(e.g., cutting the grass, cleaning the bar screen, mixing
the pond) and operations duties; and,
3. The city use their sewer ordinance to determine the waste
contributions from the connected industrial waste sources
and require pretreatment, if necessary.
ILLUSTRATION 2
OXIDATION POND
- *• . ¦ - - X
* U.S. Government Pr,nt,n9 Off.c,; 197J»7<,7-282/68o9 Reglon ^ „
I
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