INVESTIGATION
                      0 F   T H E
       CITY   OF  SANTA  BARBARA
SEWAGE  TREATMENT  FACILITIES
      Surveillance and Analysis Division
     United States Environmental  Protection Agency
                    Region IK
                San Francisco, CA 94111
                                               Report No: 001-73

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   INVESTIGATION OF THE CITY 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.  Conclusions                               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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                               -11-

                          LIST OF TABLES


Number

  I.            Maintenance Schedule             16

 II.            Monitoring Schedule              17

III.            Effect of Digester Supernatant   18
                  Return on Effluent Quality

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                               -111-

                           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
          r
         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 with aVenturi 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, but 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-daysamplin<3 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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                                 -4-

          scheduled sludge removal from the clcirifier
          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 was 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 (TOC).

          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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                          -5-
Number
  1
  2
  1


  6
  Title

Sanitation Supt.



Plant Supervisor


Operators
          Duties

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          redding, 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 sludge
   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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                       -6-

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 ungroomed, and cleaning practices were
minimal.  Extra funds would be necessary for any

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                            — 7 —

    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
    fromthe 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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                       -8-

Surges that were noticeable in the overflow of
the final clarifiers occur when the larger raw
sewaqe 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 plates 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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                      _9 —

    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.  Attempting
        to measure the sludge flow by recording
        the time of pumping for each cycle was
        inaccurate because the actual flow rate
        will vary greatly depending upon the
        sludge consistency.  Erratic sludge flow
        and variable speed pumps added to this
        problem.  The displacement of the
        digester lid due to each 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 get thick 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 from 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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                       -10-

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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                             -11-

D.  Data Evaluation (See data tabulations in Appendix).

    Average TOC 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 primary plants with
    much lower overflow rates.

    TOC 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 TOC 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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                           -12-

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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                    ••               -13-

IV.   Conclusions and Recommendations

     A.   Conclusions

         The primary clarifiers at this facility are hydrauli-
         cally overloaded during the peak flows which occur
         from approximately 8:00 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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                          -14-
        on suspended solids and BOD removal, as well,
        although the limited duration of this inves-
        tigation was insufficient to confirm this
        conclusion.

B.  Recommendations

    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 the 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 x^hich will provide for overnight
        pumping of sludge and quicker response to
        emergency situations.

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                       -15-
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 sewage 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 be in order.

-------
                                   -16-



                             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 duplicates
                  for all pumps.

                  Packing
Sludge Pumps
As required
                   As required
Rebuild  (have 2 standby pumps,
and 1 standby motor)

Packing
Clarifier Assembly Weekly
                  Greasing

-------
                                       -17-



                                 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                 I/day

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.
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 pH,
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 Feb. 7
1800-2000 1813-1941

111 106
12.92 10.38
3550 3450
0.38 0.315
209 218.5
180 180

13.9 17.6

190 180

9.1 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
                                                                                               oo
                                                                                               I
Clarifier No. 2

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                                                                   RECEIVED
                                                               P.P. A.  REGION  IX
                       The  Resources Agency of California
                CALIFORNIA  REGIONAL WATER QUALITY CONTROL BOARD |«M 10  || Jl RH  l3
                              CENTRAL COAST REGION     \       Jft
                               2238 Broad Street        \
                          San Luis Obispo, California
                                                         \
                                 ORDER NO.,72-2^      '.  \.

                                                         Adopted May 129 19?2
                                                          I
                          WASTE DISCHARGE REQUIREMENTS
                                      FOR                  j
                              CITY OF SANTA BARBARA


      The California  Regional Water Quality Control Board, Central Coast Region»
finds:

      1.   The City of Santa  Barbara proposes expansion of ita sewage treatment
          facilities  located north of Stearn's 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 1^0,000 persons,

      2.   Following treatment, sewage will be discharged to the Pacific Ocean
          through a submarine outfall terminating in approximately 100 feet of
          water.   Treated sewage is presently discharged to the ocean through a
          3,200 foot  ocean outfall located east of Stearn's Wharf.

      3.   The Board adopted  an Interim Water Quality Control Plan for the
          Central Coastal Basin on June 10, 1971 •>

      k.   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 propogation of fish,
                   aquatic  and wild life.
             Co  Fishingo
             do  Industrial  water supply.
             e.  Boating, shipping and navigationo
             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 9S 1970, and March 10,, 1972.

      6.   The Board has  notified the discharger and interested agenciea and
        •  persons of its intent to revise waste discharge requirements for
          the discharge.

      7.  The Board, in a public hearing  on May 12. 1972, heard and considered
          testimony and correspondence relating to these requirementsd

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Order No. 72-2k                        -2°
      IT IS HEREBY ORDERED, the City of Santa Barbara shall comply with tho
following?

      Ac  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 samples analyzed.  In addition, no single sample
                  shall exceed 1.0 ml/1 settleable solids.

              b.  Effective January 1, 197^ »  the effluent shall not exceed
                  Ool ml/1 eettleable solids  in 50% of samples analyzed nor
                  0.2 ml/1 in 10$ of samples  analyzed*  In addition, no
                  single sample shall exceed  1.0 ml/1 settleable solids.

          2. The effluent shall not exceed 50 rag/1 suspended solids in more
             than 50# of samples. analysed nor 75 rag/1 in more than 10$ of
             samples analyzed.  No single sample shall exceed 100
          3, No raw or digested sludge, supernatant liquor, or 'untreated sewage
             may be discharged to the receiving waters.

          k. 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 discharge.

          5. 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.

          6. The discharge shall not have a pH 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 Orovided further
             that no single sample taken within *f8 hours exceeds 10,000 per 100 mlo

          9« The discharge shall not cause discoloration of the receiving waters
             at any point.

          10. The discharge shall not adversely effect  the diversity or abundance
             of aquatic life*

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Order No. 72-24                        -3-



      11.  The discharge shall not cause a pollution*

      12.  Neither the treatment nor the discharge shall cause a nuisance,,

      13*  a«  The maximum daily dry weather volume shall not exceed 800
               million gallonso

           bo  Upon completion of the proposed new treatment facilities, the
               maximum daily dry weather volume shall not exceed l600 million
               gallons<>

      14.  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 shall not be reduced as a
           result of the discharge to less than 15% of that naturally occurringo

      l6»  The total summation of individual pesticides in the discharge shall
           not be greater than 1*0 microgram/litero

B,  Provisions

       10  The waste discharge requirements for the City of Santa Barbara Adopted
         \  on October 1, 1957 and October 9» 1970 are hereby rescinded0
         *                                        v . • •
       2.'  Discharge specifications 2, 9> and 15 are effective upon completion
           of the city's sewage treatment plant expansion or by January 1, 197^o
           whichever occurs earlier,,  The remaining discharge specifications
           are effective immediately.              .               >

      3«   The discharger shall comply with the "Monitoring and Reporting
           Program" and "General Provisions for Monitoring and Reporting" as
           specified by the Executive Officer,,

      4.   The pre-design survey'and reporting program transmitted to the City
           of Santa Barbara on January 18, 1972 shall be completed.

      5.   Final plans and specifications for the planned plant expansion shall
           be submitted prior to May 1, 1972p or  in accordance with a deferred
           time schedule established by the State Water Resources Control Boardo


 I,  KENNETH R. JONES, Executive Officer, do hereby certify the  foregoing is a full,
 true, and  correct copy of an order adopted by tho California Regional Water Quality
 Control  Board, Central Coast Region, on March 10, 1972 and revised on May 12, 19720
                                              Executive Officer

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Order No.
                CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD
                              CENTRAL COAST REGION

                        MONITORING AND REPORTING PROGRAM'
                                       FOR   .
                             CITY OF SANTA BARBARA
                                      0 6 « * *   \

                              EFFLUENT MONITORING
All effluent samples 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 floWo  In
compositing grab samples, the sampling interval shall not  exceed  one hour0  The
following shall constitute the effluent monitoring program!
  Constituent

Effluent Settleable Solids
Rav; sewage   "        "
Effluent Suspended Solids
Raw sewage   "        "
Chlorine Residual
Toxicity Bioassay
Grease
P\l
TDB
Chloride
Sodium
Nitrate
Maximum Daily Flow
Average Daily Flow
Coliform Organisms
      JJrutis

      Ml/1
      Ml/1
      MS/I
      Mg/1
      Mg/1
  96 hr TLm
      Mg/1
      units
      Mg/1
      MS/I
      Mg/1
      MS/I
      MGD
      MGD
MPN/100  ml.
     Grab
      tt
8-hr composite
 u     \ it
     Grab
8~hr composite
     Grab

      .ft
      Tt
      '•I
      ri
      Daily
        If
      Weekly
        rt
    Twice-daily
   Semi-annually
     Monthly
      Daily
   Semi-annually
    it
    tt
    it
it
it
ti
     Grab
      Daily
      Daily
Weekly at sewaga
effluent manhole
                           RECEIVING WATER MONITORING
Receiving water monitoring shall be conducted at the  follov/:j.ng  locations and at
the prescribed'frequency;

                                            Sam pi e Pp irrfc

                                   Ocean eurf opposite Bird Refuge
^1 '      "                         Ccean ou^-f c.t foot of Sycamore Canyon
"> *y                                Ocean Surf v:est of pcvillior.
•^'^                                Ocean Surf o.ppoeite lestroome - Palm Park
SB?                                Ocean Surf at end  of Santa Barbara Street
                                         /3

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 Order No.  72-2^
St. -it ion
 SB6           .                      Ocean surf east of pier
 SB11                                Ocean surf on pier - right hand side
 SB5                                 Ocean eurf opposite Veterans'  Memorial Building
 SB3                                 Ocean surf small boat landing  area
 SB13                                Ocean surf end of breakwater
 SB2                                 Ocean surf at Yacht Club
 SD1                                 Ocean surf at Leadbetter Beach

  A                                  City dredge discharge
  C                                  Ocean 100 yards off breakwater
  D                               '   Ocean above outfall diffusers
  E                                  Ocean 100 yards off East Beach bathhouse
  F                                  Ocean 200 yards in line with targets


 Bacteriological samples ahall be collected of waters along the shore in the
 vicinity of the discharge and offshore in receiving waters at least weekly to
 determine most probable number (MPN) coliform organisms,,

                                   REPORTING
 Monthly monitoring reports shall be submitted to the regional board by the 15a
 dr\y of the following month of thy effluent and beach coliform data.,  In reporting
 tho monitoring data, the discharger shall arrange the data in tabular form so the
 date, the constituents,  and the concentrations are readily discernible0  The data
 shall be summarized to demonstrate compliance v3th waste discharge requirements,,

 In each monthly report tho discharger shall include the quantity of F.nd ultimate
 disposal location of rO.udgo.

 For every item whore the requirements are not met, tht discharger shall submit a
 at'Atemont of the actions undertaken or proposed which will bring the discharge into
 full compliance.with requirements at the earliant time and submit a timetable 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 and graphical summaries
 of the monitoring data obtained iuring the previous year.  In additions the die-
 charger shall discuss tho compliance record and the corrective actions taken or
 planned which niay bo needed to bring the discharge into full compliance v/ifch the
 waste discharge requirements.

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Order No
The discharger shall file a written report within 90 daya after  the  average dry-
voathor flow for any month that equals or exceeds 7.5% 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 the flow bolow the design capacity prior to the time when  the  waste flow
rate aquals thfr capacity of the present units0
                         \
                         \
                          \                              tt'v.-.*/' ..-* %ies
                                      ORDERED BY
                                                          Executive  Officer
                                                            Drit

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                CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD
                              CENTRAL COAST REGION


                  GENERAL MONITORING AND REPORTING PROVISIONS
                                    i QHttiQVVS}

                  GENERAL PROVISIONS FOR SAMPLING AND ANALYSIS


Unless otherwise noted, all 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 the 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
a statement of the actions undertaken or proposed which will bring the discharge
jnto full compliance with requirements at the earliest time and submit a time-
tnble 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 and 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-
weather flow for any month that equals or exceeds 75% of the design capacity of
the waste treatment or disposal facilitieso  The report shall contain a schedule
for studies, design, and 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 the present unitSo

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