INVESTIGATION
0 F T H E
CITY OF SANTA BARBARA
SEWAGE TREATMENT FACILITIES
Surveillance end Analysis Division
United States Environmental Protection Agency
Region IS
Son Francisco, CA 94111
Report No: 001-73
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11415
INVESTIGATION OF THE CI-TY OF SANTA BARBARA
SEWAGE TREATMENT FACILITIES
March 1973
Surveillance & Analysis Division
U.S. Environmental Protection Agency, Region IX
San Francisco, CA 94111
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TABLE OF CONTENTS
Section Page
I. Introduction 1
A. Statement of Problem 1
B. Purpose of Investigation 1
C. Acknowledgements . 1
II. Procedures 1
A. Physical Description of Plant 1
B. Investigation 3
III. Findings and Discussion 4
A. Operation and Maintenance 4
B. Monitoring 7
C. Physical Considerations 7
D. Data Evaluation 11
IV. Conclusions and Recommendations 13
A. Conclxasions 13
B. Recommendations 14
V. Tables 16-18
Figures 19-28
VII. Appendix
Plan Drawing of Santa Barbara STP
Calculations - Digester Loading
Raw Data
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LIST OF TABLES
Number Page
I. Maintenance Schedule 16
II. Monitoring Schedule 17
III. Effect of Digester Supernatant 18
Return on 'Effluent Quality
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LIST OF FIGURES
Number . Page
1 Effluent Flow vs Time 19
2 Effluent Flow vs Time 20
3 Total Organic Carbon Concentration vs Time 21
4 Total Organic Carbon Per Cent Removal vs 22
Time
5 Suspended Solids Concentration vs Time 23
6 Suspended Solids Per Cent Removal vs Time 24
7 Settleable Solids Concentration vs Time 25
8 Settleable Solids Per Cent Removal vs Time 26
9 Surface and Weir Overflow Rates vs Flow 27
10 Biochemical Oxygen Demand Concentration vs 28
Total Organic Carbon Concentration
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INVESTIGATION OF THE CITY OF SANTA BARBARA
SEWAGE TREATMENT FACILITIES
I. Introduction
A. Statement of Problem
At the request of the California State Water
Resources Control 'Board, the Environmental
Protection Agency (EPA) provided technical
assistance to evaluate the sewaae treatment
plant at the Citv of Santa Barbara. Because
of the overloaded condition of this plant,
. the city had been under a sewer connection
ban for some time. Concern has been focused
on the Santa Barbara STP because of the recent
lifting of the connection ban by the Central
Coast Regional Water Quality Control Board.
B. Purpose of Investigation
The objectives of this investigation were: 1) to
evaluate the performance of this facility; 2) to
evaluate the physical structure of the plant and
recommend needed interim improvements, and 3) to
evaluate the operation of the treatment processes
and recommend needed changes.
C. Acknowledgements
The principal investigator for this investigation
was Daryl G. DeRuiter, Sanitary Engineer,
Surveillance & Analysis Division (S&A). He was
assisted in the field by Robert C. Tauer,
Chemist, and Gary D. Thompson, Physical Science
Aide, also of S&A.
A special word of appreciation is extended to
Alfred E. Clancy, Sanitation Superintendent and
James E. Tulk, Plant Supervisor of the City of
Santa Barbara STP for their complete cooperation
and assistance in conducting the survey.
II. Procedures
A. Physical Description of Plant
i
The Santa Barbara STP is a conventional primary
treatment system (design flow: 8 MGD) with two
sedimentation tanks and a two-stage digester as
the principal components. (See Appendix for
schematic of plant.) Raw sewage is
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collected and transported via a separate sewer
system and enters the plant through a 42-inch
gravity line. A certain portion of the raw
sewage passes through a barminutor with the excess
channeled through a bar screen with 1-inch openings.
The screened sewage enters a wet well from which
it is pumped by a series of single-speed pumps
through an 18-inch force main to the primary
clarifiers. The sizes of the four raw sewage pumps
are: one 25-hp (1600 gpm), two 50-hp (3200 gpm) ,
and one 75-hp (5000 gpm). These pumps switch on
and off automatically by a level sensing device
located in the wet well.
The primary clarifiers are eighty feet in diameter
with a twelve foot sidewall depth and have a twelve-
to-one slope to the sludge cone in the center. A
single overflow weir is located along the outer
perimeter of the clarifier. Each of the clarifiers
is equipped with a scum baffle and scum collection
box. Sludge is mechanically scraped to the sludge
cone. A 45-foot diameter baffle extends to a
depth of approximately nine feet. Air diffusers
were initially installed within these baffles
and the units were operated as combined aerator-
clarifiers, but this practice has been discontinued,
At design flow of eight MGD (four MGD to each
clarifier), the surface overflow rate is 870
gallons per feet per day, the weir overflow rate
is 16,650 gallons per square foot per day and the
detention time is 2.80 hours. Figure 9 shows the
relationship between the surface and the weir
overflow rates vs flow. It is important to note
that the zone enclosed by the baffle plate is
quite turbulent and should for all practical
purposes be neglected in computing the surface
overflow rate. Figure 9 also shows the effect of
neglecting this zone.
Clarifier sludge is pumped to the digesters
through an eight-inch line witha.Venturi meter
by two centrifigal pumps with a screw feed
mechanism which also serves to cut rags and
other materials which escape the bar screen.
Each pump is driven by a five-horsepower variable
speed motor with a 75-gallon-per-minute capacity.
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Each digester has a diameter of sixty-five
feet and a 28-foot sidewall depth which yields
a volume 93,000 cubic feet. Mixing capability
by means of gas recirculation is being added to
the primary digester. Both digesters have
heating and recirculation capabilities, although
only one of the digesters can be heated and
recirculated at a time. Sludge drying beds are
available on the plant site, birt the capacity is
quite restricted due to limited available land
area.
An 18-inch diameter centrifuge with a rated
capacity of 500 pounds per hour is located near
clarifier number 2, but this unit has not been
used for the past three years because it has
failed to operate efficiently and odors from this
process were responsible for many complaints.
Chlorine is added to the clarifier effluent at
the upstream end of a Parshall flume, which was
the only functioning meter at the plant at the
time of the investigation. The effluent from the
Parshall flume passes through a small "mixing"
chamber prior to discharge to the outfall. The
chlorinator capacity is 4000 pounds per day (both
liquid- and gaseous chlorine are used) and is
manually operated.
The chlorinated effluent is discharged to the
Santa Barbara Channel through a 42-inch reinforced
concrete pipe to a point 3430 feet from shore at a
depth of 42 feet. A 300 foot corregated metal pipe
diffuser with 6-inch diameter portholes placed
on successive alternate sides was added in 1963.
The present auxiliary power supply consists of
a 110-hp Fairbank Morse 2-cycle diesel engine
which is connected only to the 'number 4 pump
(75-hp, 500 gpm capacity).
B. Investigation
The EPA conducted a three-day sampling survey
on February 6-8, 1973. Plant influent and
effluent samples were collected hourly from
3:30 am through 2:30 pm (peak flow conditions).
Primary sludge samples were drawn during
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scheduled sludge removal from the•clarifier
during both work shifts (8:00 am to midnight).
Digester supernatant samples were collected
during the early evening hours while it'was
returned to the headworks and clarifier effluent
samples were 'collected after the digester super-
natant had reached the effluent.
Emphasis was placed upon a performance determina-
. tion of the two principal components—the
primary clarifiers and the digesters. The
efficiency of the clarifiers v/as determined by a
comparison of the influent and effluent samples.
Each clarifier was sampled for individual efficiency;
the parameters used in this evaluation were settle-
able and suspended solids. Because of the limited
number of BOD samples that could be analyzed in
the field, an attempt was made at.correlating BOD
with total organic carbon (TOG).
Primary sludges were sampled for total and
volatile solids content for two purposes. Total
solids data was to give an indication of the
effectiveness of the sludge pumping program and
volatile solids data was collected as a measure
of digester loading.
Total and volatile solids data were collected on
the digester influent (primary sludge), digester
sludge withdrawn, and supernatant: in order to
perform a mass balance analysis of volatile solids
reduction in the clarifiers.
TOC, BOD, suspended, solids and settleable solids
analyses were performed on the digester supernatant
to determine if the return of this supernatant to
the headworks had any degrading effect on the
final effluent quality.
Other information was gathered by observation of
equipment and operational control methods, in-
spection of plant records, and discussions with
plant personnel.
III. Findings and Discussion
A. Operation and Maintenance
Personnel associated with the operation and
maintenance of the Santa Barbara sewage treatment
facilities are identified as follows:
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Number
Title
Duties
1
5
1
2
Sanitation Supt.
Plant Supervisor
Operators
Organization and supervision
of all city sanitation
facilities.
Supervision of sewage treat-
ment plant.
Routine operation & mainten-
ance of sewage treatment
plant.
Maintenance Man III )
Maintenance Men I )Repair sewer lines
Maintenance Man III ). Hauls digester sludge to
disposal area.
Maintenance Men I Temporary workers.on the
Public Employee Program
(assigned duties as needed).
Sewer Maintenance )Maintenance of pump stations;
Foreman rodding, sealing, and cleaning
of sewer lines; trouble-shoot-
Sewer Maintenance )ing
Crewmen
Routine maintenance work is performed only during
the main shift (8:00 am to 4:00 pm) as detailed
in the schedule in Table I. One operator is
assigned to the night shift (4:00 pm to midnight)
with principal duties limited to pumping sludqe
from the clarifiers and to return digester super-
natant after the plant flow has receded.
The bar screen is raked two or .three times during
peak flows and occasionally as needed. The raw
sewage pumps operate automatically except when
an operator washes down the wet well and manually
turns on extra pumps to lower the water level in
the wet well.
Dow A-23 anionic polymer is added daily from
6:00 am until 1:30 pm at a dose rate of 0.5 ppm
to the headworks and 0.25 ppm in each raw sewage
force main just ahead of the clarifiers.' Plans
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are -being made to add aluminum sulfate to the
headworks and Dow A-23 anionic polymer just
ahead of the clarifiers. A dried bacterial
culture manufactured by BIO-CON is also added
to the wet well for biodegradation of grease.
Primary sludge is pumped to the .digester hourly
during the two shifts. The pumps are manually
operated and pumping is terminated when the
sludge consistency becomes watery as visually
determined. The scum boxes are pumped to.the
digester three times daily.
Digester sludge is presently being hauled by
tank truck to a private land disposal area.
The quantity disposed of generally depends upon
when the tank truck can operate (since it cannot
spread the sludge during muddy conditions) and
how many loads can be hauled in one day.
Digester supernatant is returned to the head-
works during the evening (generally around
8:00 pm when the plant flows have diminished),
and the quantity depends upon how much will
have to be returned to lower the digester lid
to a specified level.
At the time of the .survey, anhydrous ammonia was
added to the secondary digester from 8:00 am
until midnight for pH control. The dosage rate
during the survey was 227 pounds NH, per day
(average over a 6-day period).
Chlorine dosage rates are manually controlled
and are rarely changed. The dosage is set at
20-25 ppm at the design flow rate of eight MGD.
Chlorine residuals have recently been determined
only once every week or two at a point one
quarter mile from the plant (approximately
fifteen minutes detention) ; the':values have been
in the range of 0.75 ppm. The chlorine residual
sampling location is being moved to a manhole
situated on the plant site. Thus, essentially
no detention time will be provided..before residuals
are determined.
The grounds at the Santa Barbara STP were generally
in an unkempt condition: materials and equipment
were haphazardly lying about, buildings and equip-
ment were in need of painting and repair, grounds
were unqroomed, and cleaning practices were
minimal. Extra funds would be necessary for any
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work requiring major equipment or outside
services, but much routine maintenance could
be done to improve the appearance and condition
of the facilities at this plant.
B. Monitoring
The waste discharge requirements and the
monitoring and reporting requirements adopted for
the Santa Barbara plant by the Central Coast
Regional Water Quality Control Board are attached.
Weekly reports are submitted voluntarily .by the
plant and monthly summaries are sent to the
Regional Board as required. These reports
contain only data relating to plant effluent and
"receiving waters; data pertaining to plant
operation are noticeably absent. Some data, as
listed in Table II, are collected to assist the
operator in operational control of the plant.
However, these data have not been collected
frequently enough to provide the operator
with sufficient information for consistent con-
trol. No laboratory testing was performed by
plant personnel during this investigation.
C. Physical Considerations
Influent flow is greatly affected by heavy
rains. The capacity of the raw sewage pumps is
18.7 MGD and the influent flow occasionally
exceeds this capacity. During these occasions,
the raw sewage overflows the wet well and backs
up in the sewer to points 1000-1500 feet away
from the plant. These extreme flows can be
attributed to excessive infiltration and low
areas of Santa Barbara which are flooded during
heavy rains when the ground is relatively
saturated with water. These are an estimated
75-100 manholes in these low areas and approxi-
mately 1/2 to 3/4 of these manholes are flooded
during wet weather conditions.
Some of the sewer lines in the older parts of
Santa Barbara were constructed fifty to sixty
years ago. There are some 500 trouble spots at
present in this area which include an estimated
100-125 miles of sewer lines. One foreman and
two repair crews of three men each are respon-
sible for maintenance of the sewer lines and
pump stations.
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Surges that were noticeable in the overflow of
the final clarifiers occur when the larger raw
sewage pumps kick in. Variable speed pumps
are important factors in eliminating such surges.
It was also observed that the effluent flow from
clarifier number 2 was significantly greater
than flow from clarifier number 1. This could be
a result of several factors: .1) unequal settling
of the clarifiers, 2) weir plater, out of adjust-
ment, or 3) partially restricted flow in the
influent line to clarifier number 1. Whatever
the cause, this problem can be corrected by
adjusting the elevation of the weir plates. In
addition to this, the weirs in each clarifier
have several low spots where overflow rates are
high and high' spots where there is no overflow
at all. The results of such a situation are
obvious: the low spots with high overflow rates
were discharging more solids than the higher
spots with less overflow.
Sludge pumping from the clarifiers to the
digesters was found to be a continuous problem
for the operator. An attempt was made to
composite the sludge from each clarifier during
each pump cycle which ranged in time from two
minutes to eighteen minutes per clarifier.
Some of the problems encountered were:
1. It was extremely difficult to start
moving sludge with a consistency of five
or six per cent with the centrifugal
pumps. Quite often it was necessary to
force flushing water back through the line
leading from the sludge cone in the clari-
fier to the pumps in order to clean out
the sludge line and assist pumping. This
flushing water had the effect of diluting
the sludge so that its true consistency
in the clarifier was unknown. It also
resulted in an unnecessarily high volume
of flow being sent to the digesters, thus
reducing the detention time in the
digesters.
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2. Since no sludge is pumped -out of the
clarifiers between midnight and 8:00 am,
the accumulation of sludge during these
hours, can be substantial. The accumula-
tion of sludge is undesirable not only
from the viewpoint of poor operation,
but makes the first sludge pumping cycle
in the morning extremely difficult.
3. Sludge flow was not metered. Attempt-ing
to measure the sludqe flow by recording
the time of pumping for each cycle was
inaccurate because the actual flov; rate
will vary qreatly depending upon the
sludge consistency. Erratic sludge flow
and variable speed pumps added to this
problem. The displacement of the
digester lid due to eeich pump cycle was
measured, but this method also lacked
accuracy.
4. The sludge sampling lines were 90-degree
connections into the sludge lines. It
was difficult to getthick sludge through
these small sample lines * Solids
• frequently clogged in the valve on the
sample line.
5. Sludge and scum are pumped through the
same lines. There was no clear
separation of sludge flow and scum flow.
6. There appeared to be much fluctuation
in the quantity and consistency of
sludge from each clarifier from one
pump cycle to the next.
At the time of the survey (February 6-8, 1973) the
primary sludge line leading frbnn the clarifiers
to the digesters was plugged with sand and grit
and a temporary six-inch line had been installed
for use while the permanent line was being
cleaned.
In September 1971 the secondary digester was
taken out of service for cleaning because sludge
could not be pumped into the digester properly.
While removing the digester contents, the workers
found that much of the piping had collapsed and
that mounds of sand and grit had accumulated to
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depths up to fifteen feet. After this material
was completely removed, new piping (sludge
lines, recirculation lines, and gas lines) was
installed and the corbels on the digester cover
were rebuilt and reinforced. The operation was
completed in October 1972.
On October 13, 1972 the primary digester was
taken out of service for cleaning. The floating
cover .was removed during the emptying process
and was repaired, painted., and re-roofed. New
valves were installed on all lines entering the
digester. The interior sections of all recircula-
ting pipes and the supernatant return line were
replaced because they had collapsed. Gas mixing
was added by means of six "shearfuser" type
cylinders near the center of the tank on the
floor. A 420,000 BTU steam generator and two
Dorr-Oliver spiral heat exchangers have been
acquired to provide heat to each digester.
Due to the facts that the primary digester was
out of service and that no sludge was withdrawn
from the secondary digester during the survey
period, an attempt to evaluate the performance
of the digesters was impractical.
The calculations on digester loading (see
Appendix) give an estimate of expected digester •
efficiency under proper operation. If primary
sludge with four per cent solids is pumped to
the digester, the resulting detention time is
49.5 days. In heated digesters (t-~95°F), this
detention period will reduce the volatile solids
content by approximately 64 per cent. Assuming
digester sludge is withdrawn at an eight per cent
solids content, the volume of the primary sludge
is reduced by approximately 74.5 per cent.
However, if sludge of lower solids content is
pumped to the digesters, then a greater volume
of water is sent to the digesters (assuming the
same quantity of solids is pumped to the digesters)
and the detention time is reduced. Thus the
volatile matter reduction and the volume reduction
will also diminish.
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D. Data Evaluation (See data tabulations in Appendix).
Average TOG removal (during the hours of 8:30 am
through 2:30 pm) for the three days was 21.1 per
cent and the average suspended solids removal for
this period was 58.8 per cent. Considering the
'high rate of flow (and subsequent high overflow
rates in the clarifiers) received by the plant at
the time of sampling, the removal efficiency with
respect to suspended solids was surprisingly high.
The suspended solids efficiency of these clari-
fiers is comparable to that of priraary plants with
much lower overflow rates.
TOG removals (assume BOD will follow similar
patterns) are slightly higher in clarifier number 1
as compared to clarifier number 2, but do not
correlate, to fluctuations in the flow rate. The
low per cent removals when compared to the relatively
high suspended solids removal indicate that much
of the TOG is in the dissolved state.
Slightly better removal of suspended solids was
also achieved in clarifier number 1, except during
• the afternoon of February 8 when the operator was
having difficulty pumping sludge out of clarifier
number 1. Again, no strict correlation between
suspended solids removal and flow rate was evident.
The effluent settleable solids were generally quite
high, especially during the later morning hours of
February 7 and 8. This data is distinctly responsive
to variations in flow rates.
Of the forty-eight suspended solids samples from the
clarifiers (see data in Appendix) 27 per cent
exceeded the maximum limit of 100' mg/1 (see attached
requirements), 70 per cent exceeded 75 mg/1, and 93
per cent exceeded 50 mg/1. Of the forty-two settleable
solids samples from the clarifiers, 42 per cent
exceeded the maximum limit of 1.0 ml/1 and 83 per cent
exceeded 0.3 ml/1. Thus, the plant was violating the
solids requirements most of the time during the
investigation.
A close examination of the settleable solids test
in the Imhoff cone revealed the presence of a fibrous
material which .inhibited the compaction of the sludge
in the bottom of the cone. This hindering effect
may be due to an electrostatic charge on the fibers or
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some other physical phenomenon. This same
effect may take place in the clarifier sludge as
well as in the Imhoff cone. One obvious effect
of this fiber is that it will yield settleable
solids results that are higher than would result
without the presence of such fiber.
The Sanitation Superintendant indicated that he
believes the source of this fibrous material is
the Mission Linen Supply Company on Montecito
Street, which deals in laundry and renting of uni-
forms , linens, towels, etc. Santa Barbara STP
personnel indicated that an analysis of the Mission
effluent revealed a settleable solids content of
11 ml/l/hr.
Table III contains data which indicates the effect
of the digester supernatant return on the raw
sewage concentrations with respect to TOC and
suspended solids and the subsequent performance of
the primary clarifiers during the time of super-
natant return. The extremely high TOC and suspended
solids concentrations in the digester supernatant
has the effect of doubling the influent concentrations
With per cent removals, comparable to those without
supernatant return, the effluent quality is also
approximately twice the normal values.
Because the sludge pumps are incapable of pumping
concentrated sludge to the digesters without the aid
of flushing water, an unnecessarily high volume of
diluted sludge is sent to the digesters. Thus, a
greater volume of digester supernatant must be
returned to the headworks at the end of the day.
Due to reduced efficiency of the digesters and a
greater volume of supernatant return, a greater
quantity of suspended solids and TOC is returned to
the headworks. This increase in supernatant
return volume and concentration,-is reflected by
increased concentrations of suspended solids and
TOC in the final effluent. The greater the reduction
in sludge flow that can be achieved, the less effect
the supernatant return will have on effluent quality
with respect to suspended solids and TOC.
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IV. Conclusions, and Recommendations
A. Conclusions
The primary clarifiers at this facility are hydrauli-
cally overloaded during the peak flows- which occur
from approximately 8rOO am until 10:00 pm. It was
found during this investigation that the waste dis-
charge requirements concerning settleable and sus-
pended solids were violated most of the time during
the hours of sampling. The improvements recommended
as a result of this investigation will enhance the
performance of this facility. However, there is in-
sufficient data to determine whether or not these
improvements will result in compliance with waste
discharge requirements.
The most significant problems confronting the plant
are summarized below.
1. .Sand and grit, which also reflect high infil-
tration rates, have given the plant a history of
problems such as plugging the primary sludge line,
accumulating in the digester, causing excessive
wear on pump impellers, and impeding the pumping
of clarifier sludge.
2. The existing centrifigal sludge pumps are in-
capable of moving concentrated sludges or sludges
that have a significant sand and grit content. If
sludge is not pumped frequently and is allowed to
accumulate in the clarifier, the clarifier effluent
will eventually reflect a higher solids content.
3. Clarifier number 2 receives a significantly higher
rate of flow than does clarifier number 1. In
addition, the weirs are not level in either
clarifier, resulting in short-circuiting at several
points around the periphery of the clarifiers.
Elimination of these deficiences should improve
the performance of these units.
4. There is an apparent deficiency of men and
equipment available to repair and maintain
the sewer system properly. Excessive wet
weather flows due to infiltration and flooded
manholes result in high overflow rates in the
primary clarifiers. These high overflow rates
have an adverse effect on removal efficiency of
settleable solids and a probable adverse effect
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on suspended solids and BOD removal as well,
although the limited duration of this inves-
tigation was insufficient to confirm this
conclusion.
Recommendations
i
The following four recommended improvements to
the Santa Barbara STP are deemed necessary to
effect improved performance of this facility:
1. Grit removal facilities should be constructed
to insure against further problems associated
with sand and grit. Because of the major cost
involved, it is advised that these facilities
be installed such that they may be used in
conjunction with the secondary treatment
system proposed for tne City of Santa Barbara.
2. Positive displacement pumps should be acquired
immediately to replace the existing centrifugal
sludge pumps. These positive displacement
pumps could later be installed into the pro-
posed secondary treatment facility.
3. The weir plates on the primary clarifiers
should be leveled to equalize the flow to
each clarifier and to eliminate short-circuiting
due to low areas on the weirs.
4. Greater emphasis should be placed on sewer
maintenance to reduce high flows resulting
from infiltration and flooded manholes during
wet-weather conditions. Reduced flows should
improve treatment efficiency and will also
provide a cost benefit in the construction
of the proposed secondary system since lower
flows will require smaller treatment units.
Several additional steps which would assist in
upgrading and provide more reliable operation of
the plant should be considered:
1. Consideration should be given to 24-hour
operation which will provide for overnight
pumping of sludge and quicker response to
emergency situations.
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2. A more complete and systematic monitoring
program should be incorporated for efficiency
determination and operational control.
Certain analyses such as volatile acids and
volatile solids are critical for reliable
digester operation. It is recommended that
the Regional Board require such operational
control data to be included in the monthly
reports.
3. A means of measuring all main streams of flow
is essential for optimum operational control.
The Santa Barbara STP has a definite need
for more complete metering.
4. Frequent monitoring of chlorine demand should
be practiced for more efficient and reliable
chlorination of the final effluent.
5. An industrial waste survey program and pre-
treatment requirements wherever necessary
would be advantageous to insure against harmful
materials entering the plant.
6. Scum collected from the clarifiers should be
hauled to a land disposal site along with
digester sludge to prevent clogging of the
sludge line and accumulation in the digesters.
7. Testing should be performed to determine the
optimum types and dosage rates of polymers
for coagulation and sedimentation.
8. Variable speed raw sexvage pumps should be
considered to eliminate the surges that
occur when the larger pumps kick in.
9. The present auxiliary pumping capacity is
insufficient to handle influent flows during
the peak hours of the day. Additional
capacity should be provided.
In addition, general housekeeping practices should
be instituted to clean up the facility. As observed,
the grounds and equipment were in a run-down state.
A routine cleaning, maintenance and painting program
to improve the appearance would bs in order.
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TABLE I
MAINTENANCE SCHEDULE
UNIT
FREQUENCY
OF REPAIR
DESCRIPTION
Barminutor
Yearly
Daily
After each
Flooding
Send unit to manufacturer for
complete repair (have and extra
unit for interim use)
Check for greasing
Drain and replace oil
Motors
Semi-Annually
greasing
Raw Sewage Pumps Yearly (after
wet season)
As required
Rebuild (replace shaft, bearings.
packing assembly, wear rings,
and seal rings) - have duplicate;
for all pumps.
Packing
Sludge Pumps
As required
As required
Rebuild (have 2 standby pumps,
and 1 standby motor)
Packing
Clarif ier. Assembly Weekly
.Greasing
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TABLE II
MONITORING SCHEDULE
LOCATION
PARAMETER
FREQUENCY REMARKS
'I. Influent
II. Final
Effluent
III. Digesters
IV. Primary
Sludge
pH I/day
Temperature 4/day
Suspended Solids I/week
Settleable Solids I/day
pH I/day
Suspended Solids I/week
Settleable Solids I/day
Chlorine Residual 2/day
PH
Temperature
Volatile acids
Total Solids
Volatile Solids
10:00 A.M.
Eight-hour composite
(eight samples at one-
hour intervals during
8:00 A.M. to 4:00 P.M.
shift)
10:00 A.M.
10:00 A.M.
Eight-hour composite
(eight samples at one-
hour intervals during
8:00 A.M. to 4:00 P.M.
shift)
10:00 A.M.
10:00 A.M. and 2:00 P.M.
I/day
Constant
Control
I/week
I/day & as Performed on supernatant
needed recirculated flow, and
effluent sludge
As needed
Performed on sludge &
recirculated flow
No analyses performed at present (expect to begin pl-1,
total solids, and volatile solids in future)
-------
TABLE III
EFFECT OF DIGESTER SUPERNATANT RETURN
ON EFFLUENT QUALITY
TOTAL ORGANIC CARBON
SUSPENDED SOLIDS
DATE
Time of Digester
Supernatant Return
Raw Sewage Cone.
(mg/1.)
Raw Sewage Flow (MGD)
Dig . Sup. Cone.
(mg/1.)
Dig. Sup. Flow (MGD)
Combined Raw Sewage
& Dig. Sup. Cone.
(mg/1..)
Clarifier No. 1
Effl. Cone, (mg/1.)
% Removal in
Clarifier No. 1
Clarifier No. 2
Effl. Cone, (mg/1.)
% Removal in
Feb. 6
1800-2000
111
12.92
3550
0.38
209
180
13.9
190
9.1
Feb. 7
1813-1941
106
10.38
3450
0.315
218.5
180
17.6
180
17.6
Feb. 8
1808-2004
134
9.20
4700
0.40
323.5
180
44.4
220
32.0
Feb . 6
1800-2000
239
12.92
9600
0.38
506
150
70.3
140
72.3
Feb. 7
1813-1941
206
10.38
1500
0.315
244
140
42.6
150
38.5
Feb. 8
1808-20'
203
9.20
4500
0.40
382
140
63.3
130
66.0
CD
I
Clarifier No. 2
-------
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APPENDIX
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\ RECEIVED
E. P. A. REGION IX
The Renourcos Agency of California
CALIFORNIA REGIONAL WATER QUALITY COIfTROL BOARD jpH |Q || jl [\}-|'(3
CENTRAL COAST REGION \ °
2238 Broad Street \
San Luis O'aispo, California
ORDER HO. .72-2'*
Adopted Kay 12, 1972
WASTE,_pISCjIAnOE HEQUIRB-SNTS 1
FOR
_ BARBARA
The California Regional Water Quality Control Board, Central Coast Region,
finds!
1, The City of Santa Barbara proposes expansion of its sewage treatment
facilities located north of Steam'a Wharf between'Highway 101 and the
Pacific Ocean from'a present capacity of 8*0 MOD to provide capacity
for 16.0 MGD' from a design population of l^tOjOOO persons.
2. Following treatment, sewage will be discharged to the Pacific Ocean
through a submarine outfall terminating in approximately 100 foot of
water. Treated sewage is presently discharged to the ocean through a
3,200 foot ocean outfall located east of Steam's Wharf*
3. The Board adopted an Interim Water Quality Control Plan for the
Central Coastal Basin on June 10, 1971°
^. The beneficial uses of the coastal waters in the vicinity of the
discharge are: . .
a. Scenic attractiveness and aesthetic enjoyment.
b. Marine habitat for sustenance and prorogation of fish,
aquatic and wild life.
c. Fishing. . •
'd. Industrial water supply. •• "I
e. Boating, shipping and navigation. : .
f. Scientific study. :
g. General beach recreation, including swimming and other
water contact activities.
5. The discharge has been subject to waste discharge requirements
adopted October 1, 1957, October 9, 1970, and March 10, 1972.
60 The Board has notified the discharger and interested agencies and
• persons of :.ts intent to revise waste discharge requirements for
the discharge.
7. The Board, in a public hearing on Hay 12, 1972, heard and considered
testimony and correspondence relating to these requirements?*
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Order No. 72-2^ -2-
IT IS'HEREBY ORDERED, the City of Santa Barbara shall comply with the
following;
A« Discharge Specifications
1» a» Prior to January 1, 197^, the effluent shall not exceed
0.3 millilitera per liter (ml/1) settleable solids in
80$ of camples analyzed. In addition, no single cample
shall exceed 1.0 ml/1 ^ettleable solids,
be Effective January 1, 197^» the effluent shall not exceed
. 0.1 ml/1 settleable solids in 50$ of samples analyzed nor
0.2 ml/1 in 10$ of samples analyzed. In addition, no
single sample shall exceed loO ml/1 eettleable solids.
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2. The effluent shall not exceed 50 ng/1 suspended solids in more
than 50$ of sampled, analyzed nor 75 rag/1 in more than 10/9 of
samples analyzed. No single sample shall exceed 100 mg/1.
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J. No raw or digested sludge, supernatant liquor, or untreated sewage
. . . • may be discharged to the receiving waters,,
ty. There shall be no visible floating or suspended solids, oil, or
other petroleum wastes of.sewage origin in the receiving waters
at any time as a result of the dischargee
5o The discharge shall be controlled so that sludge banks or bottom
deposits are not formed„ There shall be no change in the organic
content of the ocean bottom directly attributable to the discharge.
y '.
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6. The discharge shall not have a pli less than 6.5 nor greater than 8,5<>
7. The discharge shall not cause the dissolved oxygen of the receiving
waters to be depressed below 7«0.mg/1.
' • 8, The receiving waters shall not have a coliform MPN (most probable
number) greater than 1000 per 100 ml as a result of the discharge, pro-
vided that not more than 20$ of the samples at any sampling station,
• in any 30 day period, exceed 1000 per 100 ml and Orovicled further
that no single sample taken within ^8 houre exceeds 10,000 per 100 ml,,
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. . 9- The discharge shall not cause discoloration of the receiving waters
at any point. \
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10. The discharge; ehall not adversely effect the 'diversity or abvmdanco
of aquatic life. \
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Order No. ?2-2*t -3" -
11. The discharge shall not cause a pollution,
12. Neither the treatment nor the discharge shall cause a nuisance.
1J. a. The maximum daily dry weather volume ehall not exceed 8,0
million gallons.
b. Upon completion of the proposed new treatment facilities, the
maximum daily dry weather volume shall not exceed 16.0 million
gallons.
l*f. The discharge shall not contain concentrations of substances which
are toxic or otherwise detrimental to human, animal, plant, bird,
\ fish or other aquatic life.
•. 15. The light transmittance of the ocean Waters shctll not be reduced as a
result of the discharge to less than 75% of that naturally occurring.,
16. The total summation of individual pesticides in the discharge shall
not be greater than 1.0 microgram/litero
B. Provisions
1. The waste discharge requirements for the City of Santa Barbara Adopted .
\ on October 1, 1957 and October 9j 1970 are hereby rescinded,
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2.\ Discharge specifications 2, 9» and 15 are effective upon completion
• of the city's sewage treatment plant expansion or by January 1, 197^*
whichever occurs earlier. The remaining discharge specifications
;are effective immediately. . •= '
3. The discharger ehall comply with the "Monitoring and 'Reporting
Program" and "General Provisions for Monitoring and Reporting" as
specified by the Executive Officer.
k. The pre-design survey'and reporting program transmitted to the City
of Santa Barbara on January l8, 1972 shall -be completed.
5. Final plans and specifications for the planned plant expansion shall
be submitted prior to May 1, 1972, or in accordance with a deferred
time schedule established by the State Water Resources Control Boardo
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I, KENNETH Rl JONES, Executive Officer, do hereby certify the foregoing io a full,
crue, and correct copy of an order adopted by tho California Rogional Water Quality
Control Board, Central Coast Region, on March 10, 1972 and revised on May 12, 1972.,
Executive Officer'
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Order No. 72-2't
CALIFORNIA REGIONAL WATER' QUALITY CONTROL BOARD
CENTRAL COAST REGION .
\
MONITORING MID REPORTING PROGRAM
FOR .
CITY OF SANTA BARBARA
»*«*<>
EFFLUENT MONITORING
All effluent oamples shall be collected in .the manner and frequency specified*
Composite samples may be taken by a proportional sampling device approved by the
Executive Officer or by grab samples composited in proportion to the flow,, In
compositing grab samplest the sampling interval shall not exceed one hour. The
following shall constitute the effluent monitoring programs
Constituent
Effluent Settleable Solids
Raw sewnge " "
Effluent Suspended Solida
Raw sewage " "
Chlorine Residual
Toxic ity Biosssay
Grease
Chloride
Sodium
Nitrate
Maximum Daily Flow
Average Daily Flow
Coliform Organisms
Units
Type' of Sample Sampling Frequency
».BU«J ».-.—^M»-.cmimni . •Jn».»tr» »»ica . id. .ram».»»~uJU'»-aaB •iWfc—.U»iCT»«fcUg^M/.«i
Ml/1
Ml/1
Ms/1
MS/I
96 hr TLm
Mg/1
units
MS/I
MS/I
Mg/1
MS/I
Grab
.it
8-hr composite
it \ it
Grab
8~hr composite
Grab
Daily
it
Weekly
it
Twice-daily
Semi-* annually
Monthly
Daily
Send-annually
it
it
it
it
MGD
MGD
MPN/100 ral* Grab
Daily '
Daily
Weekly at sewage
effluent manhole
RECEIVING WATER MONITORING
Receiving water monitoring shall be conducted at the follow:.ng locations and at
the prescribed frequerr.-y:
Station . £r
51315
SB?
Ocean surf opposite Bird Refuge
Ocean oiu-f ui, foot o? Sycamore Canyon
Oce.an Surf vest of pc.villior:
Ocean Surf opposite JceetroomE - Palm Park
Opean Surf at end of Santa Barbara Street
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Order No. 72-2^
St-ition
SB6 . Ocean eurf east of pier
SB11 Ocean surf on pier - right hand side
SB5 Ocean eurf opposite Veterans' Memorial Buildicg
SB} Ocean surf Email boat landing area
SB13 Ocean surf end of breakwater
SIJ3 - • Ocean surf at Yacht Club
SD1 Oceen surf at Leadbetter Beach
A City dredge discharge
C Occ>an 100 yards off breakwater
D Ocean above outfall diffusers
E _ Ocean 100 yards off East Beach feathhouee
F ' Ocean 200 yards in line v/ith targets
Bacteriological camples shall be collected of vatero along the chore in the
vicinity of the discharge and offshore in receiving waters at loast weekly to
determine most probable number (HPN) coliform organiEias.
-Monthly monitoring reports shall be submitted to the regional board by the
dny of the following month, of the effluent and beach coliform data. In reporting
tho monitoring data, the discharger shall arrange the data in tabular form so the
date, the constituents, find the concentrations are readily discernible* The data
shall be summarized to demonstrate compliance with waste discharge r-vquirornents.
In each monthly report tho discharger shall include the quantity of f.nd ultimate
disposal location of rO.udgs. f
For every item whore the requirements are not met, t!u- discharger shall nubm.it c\
Rtatoment of the actions undertaken or proposed which will bring th& dischnrgc; into
full compliance v/ith ricniirfcrnents at the earliant. time and submit u timetoblo for
corrc-ction.
By January 30 of each year, the discharger shall 'submit an annual report to tho
regional board. The report shall contain both tabular and graphical summaries
of the monitoring data obtained during the previous year. In addition, the die-
ch-v.rger shall discuss tho compliance record and the corrective actions taken or
plc.nned which may bo nesdori to bring the discharge into full compliance with the
waote discharge
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Order No. 72-2'4
The discharger shall file a written re-port within 90 daya after the average dry-
w (.-a t.h a r flow for uriy month that equals or exceeds 75"' of the design capacity of
the waste treatment or disposal facilities. The report shall contain a schedule
for ctudies, design, nnd other steps needed to provide additional capacity or
limit the flow below the design capacity prior to the time when, the waste flow
rate equals the capacity of tho present units.
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ORDERED BY
Executive Officer
r_.l-2.j_i?22
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CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD
CENTRAL COAST REGION
. GENERAL MONITORING AND REPORTING PROVISIONS
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GENERAL PROVISIONS FOR SAMPLING AND ANALYSIS
Unless otherwise noted, nil sampling, sample preservation, and analyses shall
bo conducted in accordance with the current edition of "Standard Methods for
the Examination of Water and Waste Water" or approved by the Executive Officer.
All analyses shall be performed in a laboratory certified to perform such analyses
by tho California State Department of Public Health or a laboratory approved by
the Executive Officer,
All samples shall be representative of the waste discharge under the conditions
of peak load. ...
GENERAL PROVISIONS FOR REPORTING
For every item where the requirements are not met, the discharger shall submit
n statement of the actions undertaken or proposed which will bring the discharge
into full compliance with requirements at the earliest time and submit a time-
table for correction.
By January 30 of each year, the discharger shall submit an annual report to the
regional board. The report shall contain both tabular arid graphical summaries
of the monitoring data obtained during the previous year* In addition, the dis-
charger shall discuss the compliance record and the corrective actions taken or
planned which may be needed to bring the discharge into full compliance with the
waste discharge requirements.
The discharger shall file a written report within 90 days after the average dry-
Kweather flow for any month that equals or exceeds 75?^ of the design capacity of
the waste treatment or disposal facilities. The report shall contain a schedule
•for studies, design, and other steps needed to provide additional capacity or
•limit tho flow below the design capacity prior to the tine when the waate flow
rate equals the capacity of the present units.
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