EVALUATION OF EXTENDED AERATION TREATMENT
                     AT RECREATION AREAS
                        FEDERAL  WATER
                        POLLUTION CONTROL
                        ADMINISTRATION
                        NORTHWEST REGION
                        PACIFIC NORTHWEST
                        WATER LADORATORY
                        CORVALLIS, OREGON

-------
          EVALUATION OF EXTENDED AERATION TREATMENT
                              AT
                       RECREATION AREAS

                        Progress Report
                  A Technical  Projects  Report

                          Prepared by

                        B.  David Clark
                   Regional  Research  Studies

                         Report No.  PR-8
            United States Department of the Interior
Federal  Water Pollution Control  Administration,  Northwest Region
              Pacific Northwest Water Laboratory
                    Corvallis,  Oregon 97330

                          MARCH 1970

-------
          FEDERAL WATER POLLUTION CONTROL ADMINISTRATION

                NORTHWEST REGION, PORTLAND, OREGON

                 James L. Agee, Regional  Director
                PACIFIC NORTHWEST WATER LABORATORY

                         CORVALLIS, OREGON

                      A. F.  Bartsch, Director
NATIONAL THERMAL
POLLUTION RESEARCH
Frank H. Rainwater
NATIONAL COASTAL
POLLUTION RESEARCH
D. J. Baumgartner

BIOLOGICAL EFFECTS
Gerald R. Bouck

TRAINING & MANPOWER
Lyman J. Nielson
NATIONAL EUTROPHICATION
       RESEARCH
A. F. Bartsch

WASTE TREATMENT RESEARCH
AND TECHNOLOGY:  Paper &
Allied Products, Food
Waste Research, Regional
Research Studies
James R. Boydston

CONSOLIDATED LABORATORY
       SERVICES
Daniel F. Krawczyk
                     WASTE TREATMENT RESEARCH
                         AND TECHNOLOGY
                    REGIONAL RESEARCH STUDIES

                   Donald J. Hernandez, Chief
                        B. David Clark*
                         Barry H. Reid
                      Robert D. Shank!and
                      Harold W. Thompson
                        Cecil A. Drotts
                        Judy K. Burton

               *Now assigned to National Coastal Pollution Research

-------
A Working Paper presents results  of
investigations which are to some  extent
limited or incomplete.   Therefore,
conclusions or recommendations—expressed
or implied—are tentative.

-------
                          CONTENTS
INTRODUCTION 	       1

     Problem 	       1
     Purpose and Scope 	       2
     Authority 	       3
     Study Area	       3
     Acknowledgment	       4

SUMMARY	       7

     Findings	       7
     Conclusions	     10
     Recommendations 	     11

STUDY PROCEDURES	     13

     Flow Measurement	     13
     Sampling	     14
     Analysis	     16

PLANT DESCRIPTIONS	     19

     Crystal Mountain	     19
     Timberline Lodge	     21
     Billiards Beach	     22
     Sunset Bay	     22

RESULTS	     25

     Hydraulic Loadings	     25
     Organic Loadings	     30
     System Efficiencies 	     31
     Alkalinity and pH	     39
     Aeration Sludge Analysis	     41
     Nitrification	     42

DISCUSSION	     45

     System Organics Removal 	     45
     Sludge Synthesis and Endogenous Respiration  ....     51
     Nitrification-Denitrification  	     58
     Solids Removal	     63

-------
                      CONTENTS  (Continued)

                                                            Page
DESIGN CONSIDERATIONS 	    65
BIBLIOGRAPHY	    67
APPENDIX	    69

-------
                            TABLES
Table                                                       Page
  1     'Details on Crystal Mountain System	     19
  2     Details on Timber!ine Lodge System	     21
  3     Details on Bui lards Beach System	     22
  4     Details on Sunset Bay System	     23
  5     Analytical Data Summary	     26
  6     Summary of Hydraulic and Organic Loadings ....     28
  7     Summary of Treatment Plant Removal Efficiencies .     32
  8     Ratio of BOD5/VSS and COD/VSS for the Crystal
        Mountain MLVSS  during surveys of 2/10-19/68 and
        4/26-29/68	     38

-------
                          FIGURES
Figure                                                       Page
  1       Study Area	       5
  2       Sampling Unit	      15
  3       Treatment Plant Flow Diagrams	      20
  4       Hydraulic and Organic Loadings  	      27
  5       Percent BOD5 and COD Removals and  Effluent  SS.  .      33
  6       COD Organic Loading versus  COD  Removal
         Efficiency for Total  and Centrifuged
         Effluent Samples 	      35
  7       Sludge Volume Index (SVI) versus Loading and
         Effluent SS	      37
  8       Alkalinity and pH Variations	      40
  9       Organic Loading versus Percent  Nitrification  .  .      43
 10       Filtered Effluent COD versus  COD Removal Rate.  .      43
 11       Sludge Growth Curve	      53
 12       Sludge Age versus BODg Organic  Loading  	      55
 13       Sludge Age versus COD Organic Loading	      57

-------
                       -ABBREVIATIONS
         -  Temperature, °C
         -  Five-day Biochemical Oxygen Demand, mg/1
COD      -  Chemical Oxygen Demand, mg/1
SS       -  Suspended Solids, mg/1
VSS      -  Volatile Suspended Solids, mg/1
TPO.     -  Total Phosphate, mg/1 as P
OP04     -  Ortho  Phosphate, mg/1 as P
TKN      -  Total Kjeldahl Nitrogen, mg/1 as N
NH.,      -  Ammonia Nitrogen, mg/1 as N
N0?      -  Nitrite Nitrogen, mg/1 as N
N03      -  Nitrate Nitrogen, mg/1 as N
L
 0
         -  Influent BOD,., mg/1
                        0
         -  Effluent BOD., mg/1
                        0
L'       -  Influent COD, mg/1
L^       -  Effluent COD, mg/1
MLVSS=S, -  Aeration Tank Mixed Liquor Volatile Suspended Solids, mg/1
       a
t        -  Aeration Tank Detention Time, days
Se       -  Effluent VSS, mg/1
T1       -  Sludge Age, defined as Ib MLVSS/lb VSS wasted per day
M        -  BODK Removal Rate, Ib BODK Removed/1 b MLVSS-day = L -L /S t
               D                     0                         063
M1       -  COD Removal Rate, Ib COD Removed/1 b MLVSS-day = L1 - L'/S t
                                                             0    69
a        -  Sludge "Synthesis Ratio, Ib VSS Produced/1 b BOD,- Removed
F        -  BOD. Organic Loading Rate, Ib BOD,/lb MLVSS-day = L /S t
               D                             D                 o  a

-------
                ABBREVIATIONS (Continued)

F1       -  COD Organic Loading  Rate,  Ib COD/1 b MLVSS-day = L'/S t
                                                             o  a
a1       -  Sludge Synthesis Ratio,  Ib VSS Produced/1 b COD Removed
b        -  Endogenous Respiration Rate, Ib VSS Destroyed/day/lb ML VSS
£        -  Positive or Negative BODc  or COD Removal  Constant
            Depending on Substrate
R        -  Linear Regression Analysis Correlation Coefficient
K        -  BOD5 Removal Rate Coefficient, day
K'       -  COD Removal Rate Coefficient, day
0        -  van't Hoff Arrhenius Temperature Relationship Coefficient
            K  -    -
            K-
                                                    _
         ~  Maximum Endogenous Respiration rate, day
$        -  Rate of Decay of the Endogenous Respiration rate, day"
SVI j     -  Sludge Volume Index
DO       -  Dissolved oxygen, mg/1
Hp       -  Horsepower
gpd      -  gallons per day
pH       -  negative logarithm of the hydrogen ion concentration
Avg      -  average
c        -  subscripts refer to centrifugal values
t        -  refers to total value

-------
                       ACKNOWLEDGMENT

     The assistance of the Oregon State Highway Department
and Parks Department, the Mt. Hood National Forest, Zig Zag
Ranger Station, and managers at Timber!ine Lodge, Crystal
Mountain, Billiards Beach State Park, and Sunset Bay State
Park is acknowledged.

-------
                       INTRODUCTION
                         Problem
     With the trend toward complete water systems and the rapid
present and expected future growth in recreational activities,
the disposal of waste waters from recreation areas has become
a major problem in certain areas and is of concern in all areas
with significant recreation use.
     The federal nondegradation policy which, as stated in the
Guidelines for Establishing Water Standards for Interstate Waters—{
says that "In no case will standards providing for less than
existing water quality be acceptable."  This has since been
interpreted to allow some degradation where economically justified
but generally can be taken as originally stated.
     This policy has a direct effect on the treatment of waste-
water from recreation areas in that it demands essentially complete
treatment of all wastes discharged to a water body.  In order to
provide this high level of treatment, sound design criteria must
be developed on the basic characteristics of waste waters from
recreation areas and treatment processes that will function under
extreme loading and temperature conditions and remote areas that
may receive little or no routine operation and maintenance.
     Generally, most recreation areas can rely upon the septic tank
and drain-field system of disposal with little or no concern about
direct resultant effects on water quality.  However, for many of
the more sophisticated camping areas that have water systems (flush

-------
2
toilets, showers, and in some cases  complete laundry facilities)
the soil conditions are completely inadequate to take the higher
volume of wastewater and alternative methods of disposal  must be
used.  In many instances, package extended aeration  treatment
plants have been selected for treatment because of their  low
cost, high efficiency and ease in operation and maintenance.
Whether or not they are efficient and easy to operate and main-
tain has been questioned.

                     Purpose and Scope
      In order  to develop basic  information  and  guidelines for  use
in the treatment of wastes from recreation areas, the Recreational
Sites Waste Treatment Project was initiated in August 1967 at the
request of the Washington State Water Pollution Control  Commsssion
and strongly supported by other state and federal agencies.   The
study will be terminated in January 1970.
     Specifically, the objectives of the study are to define
basic waste characteristics from recreation areas, evaluate
existing treatment processes and to develop a guide  for the
planning and design of wastewater treatment facilities at
recreation areas.  The study is being conducted in essentially
three phases:
          Phase   I:  Winter Recreation Area  Surveys
          Phase  II:  Summer Recreation Area Surveys
          Phase  III:  Pilot Plant Studies

-------
     A progress report has been published on the basic waste
characteristics at winter recreation areas—(
     This paper summarizes the findings of studies conducted
under both Phase I and II to evaluate existing extended aeration
treatment processes, and attempts to define the performance of
these plants under various temperature and loading conditions
and to provide basic information on the biological kinetics necessary
for the design of an extended aeration type biological treatment
system for recreation wastewaters.

                         Authority
     Section 5 of the Federal Water Pollution Control Act, as
amended, authorizes the Secretary of the Interior to conduct
special studies on water pollution problems at the request of
a state or other public agency.  The State of Washington has
made such a request through a letter dated July 24, 1967, to
the Federal Water Pollution Control Administration.
     The Secretary of the Interior is also authorized through
Executive Order 11288 to assist other Federal agencies in the
abatement and prevention of water pollution.

                        Study Area
     Four sites, two winter sport areas and two summer camping
areas, were selected in Oregon and Washington for study because
of their accessibility and close proximity to the Pacific
Northwest Water Laboratory in Corvallis, Oregon.

-------
4
     The two winter recreation  areas  included  Timber!ine Lodge
on Mt. Hood, approximately 50 miles east of Portland,  Oregon, and
Crystal Mountain Ski Area near  Mt. Rainier  National  Park,
approximately 50 miles east of  Tacoma,  Washington.   The two
summer areas included Sunset Bay State  Park on the Oregon Coast,
approximately 10 miles southwest of Coos Bay,  and Bui lards Beach
State Park, also on the Oregon  coast, approximately  five miles
north of Bandon.  Figure 1 illustrates  the  location  of these
areas.

-------
PACIFIC
OCEAN
                          WASHINGTON
                              5) Crystal
                                Mountain
Portland   ®Timberline Lodge
                •Corvallis
                                          OREGON
         unset Bay State Park
               • Roseburg
        ullards  Beach State Park
                     FIGURE  I.  STUDY  AREA

-------
                          SUMMARY
                         Findings
     1.  At the two ski areas, Timberline Lodge and Crystal
Mountain, hydraulic and organic loadings were highly variable
and extremely low when compared to normal loadings for extended
aeration treatment.  However, at the two summer areas, Builards
Beach and Sunset Bay, both hydraulic and organic loadings were
fairly constant due to fairly consistent use, large amounts of
infiltration and high collection system detention times.
     2.  The organics removal efficiency from all four plants
studied in terms of BOD5 and COD was highly variable and  on
an average basis less than that considered for secondary
treatment, i.e. 85 percent removal.   At the two ski areas, the
average 8005 removal efficiencies were 80 and 84 percent  with a
range from 0 to over 97 percent.  At the two summer areas, the
average 8005 removal efficiency was  62 and 73 percent and ranged
from 34 to 89 percent.
     3.  The SS removal efficiency was also highly variable at
all four plants and varied from less than 0 percent to approxi-
mately 90 percent, with an average value of 58 percent for the
ski areas and 66 percent for the summer areas.  Floating  sludge
in the final clarifier was noted on  several occasions at  both
Crystal Mountain and Timberline Lodge.
     4.  The effluent suspended solids was found to vary  directly
with the SVI and inversely with the  organic loading over  the

-------
8
range of values encountered in  this  study.   At loading levels
below 0.1 Ib COD/lb MLVSS-day,  the SVI  increased  rapidly with
a concurrent rise in effluent SS.
     5.  There was a significant  reduction  in  alkalinity
through all four systems studied  which  generally  corresponded
with increased nitrification.  It was also  noted  that the raw
sewage alkalinity at the two ski  areas  during  weekday operation
was considerably less than the  average  weekend values.
     6.  At the two ski  areas,  the pH in  the aeration basins
and final effluent decreased significantly, and was  extremely
variable with 100 percent changes noted overnight.   At the two
summer areas, the effluent pH was low (<6.0) but  not as variable
as at the ski areas.
     7.  Microscopic analysis of  the aeration  basin  activated
sludge at the two ski areas indicated a highly dispersed floe
with active protozoan populations and large numbers  of
filamentous fungi.  The  fungi was identified as Geotrichum
condidum at Crystal Mountain.
     8.  Percent nitrification  through  the  four systems studied
was significantly less than reported in the literature for
similar organic loading  conditions.
     9.  The organic removal rate was calculated  on  the basis
of completely mixed activated sludge theory, assuming a rate

-------
                                                            9
proportional to the soluble effluent concentration.  COD data
were used for this determination because of the high degree
of nitrification in the effluent of the four plants studied
and its effect on the 6005 test.  This total relationship was
assumed to be M1 = K'l_e ± 2 (terms are defined in Abbreviations)
    10.  For the properly buffered systems, the COD removal
    /i/i \
ratev  ' was calculated as 0.017/day at 20°C.   For the low,
variable pH systems, the rate was considerably lower, approxi-
mately 1/8 that of the normal system, at 0.0022/day at 20°C.
    11.  The Z term in the total organic removal  relationship
was calculated as -0.078 for the properly buffered systems and
-0.072 for the variable pH systems.  The negative sign of this
term indicates a nonbiodegradable portion of the influent waste.
    12.  The rate of sludge production was calculated assuming
steady state conditions, a sludge regrowth rate directly
proportional to substrate concentration, and a variable endogenous
respiration rate dependent on sludge age and temperature.  This
gave the relationship
(terms are defined in Abbreviations).
    13.  The sludge synthesis ratio, a, was calculated as 0.54
Ib VSS Produced/1 b BOD5 removed or 0.33 Ib VSS Produced/1 b COD
removed.

-------
10
    14.  The maximum endogenous  respiration  rate,  t>    .  was
                                                  fflaX
calculated as 0.052/day at 20°C  with  a  decay coefficient, $,
of 0.02/day.

                        Conclusions

     1.  Overall design of extended aeration activated sludge
systems treating the highly variable  recreation wastewater
will result in low organic loadings during  low flow periods
that may result in an inefficient system due to pH problems,
nitrification-denitrification, reduced  organic removal rate,
and a highly dispersed aeration  sludge  with  poor settling
characteristics.
     2.  A peak flow rate, on the order of 10 times  the
average daily flow, should be considered in  the design of
final clarifiers treating recreation  wastewaters due to the
possibility of carryover of suspended solids at the  higher
peak flow rates.
     3.  The organic removal rate in  terms of COD is highly
dependent on stable pH conditions in  the aeration basin of a
biological system and may be severely reduced if conditions
are not stable.
     4.  The high correlation coefficients obtained  through
linear regression analysis of the COD removal data appears to

-------
                                                          11
     5.  The sludge synthesis ratio (a) is not seriously
affected by unstable low pH conditions.

                      Recommendations
         Where secondary treatment is the desired standard, the
use of extended aeration activated sludge systems for the
treatment of recreation wastes should be discouraged unless
adequate assurance can be given that the plant will  be properly
operated and maintained, including proper sludge wasting
facilities and/or an adequately designed solids removal
process is added to the system either in the form of a polishing
pond or a filtration unit.

-------
                     STUDY PROCEDURES

                     Flow Measurement
     At Crystal  Mountain, flow to the treatment plant was measured
with a 60° V-notch weir installed on the effluent side of the plant
clarifier.  A water stage recorder* with a three-day chart was
used to record the weir height which was then converted to flow.
The recorder Was installed on January 12, 1967, and removed on
April 29, 1968.
     At Timberline Lodge, wastewater flow is measured continuously
by a 22.5° V-notch weir on the effluent side of the plant chlorine
contact chamber.  The recorder is equipped with a totalizer which
was read daily during each survey period.
     At Bullards Beach State Park, a water stage recorder* was
installed in the wet-well of a small pump station that precedes
the treatment plant.  Flow was calculated from water stage
differences and a known volume-stage relationship.  This recorder
was installed in May 1968 and removed in October 1968.
     At Sunset Bay State Park, a totalizing flow meter at a pump
station preceding the treatment plant was read daily during the
survey period at the time of sample collection.
*Leopold-Stevens Type F Recorder.  Use of product and company
names is for identification only and does not constitute endorsement
by the U. S. Department of the Interior or the Federal Water Pollution
Control Administration.

-------
14
                         Sampling
     Two surveys were made at Timber! ine Lodge from January 20-29,
1968 and May 10-13, 1968.  Samples  were collected from the
influent sewer, aeration basins, and  clarified effluent.
     Grab samples of the raw wastewater were collected every hour
using an automatic sampler and then composited proportional to
flow.
     Grab samples of each aeration  basin were collected once per
day and mixed in equal proportions.
     The clarified effluent sample  was  collected using an automatic
sampler constructed at the Pacific  Northwest Water Lab.  This
device consisted of a small pump operating continuously.   The flow
passed through a double chambered funnel with a solenoid valve
that operated off a recycle timer.  Every minute for five seconds,
the timer activated the solenoid which  directed the flow into an
iced sampling container.  Figure 2  illustrates this sampling
apparatus.
     Three surveys were made at Crystal Mountain from February 11-19,
March 8-12, and April 26-29, 1968.  During the March 8-12 survey,
the National Alpine Ski Championship  was being held at the Crystal
Mountain area. Composite samples were collected from the raw
wastewater and clarifier effluent and a daily grab sample was
collected from the aeration tank.   The  method of sampling was the
same as that used in the Timberline Lodge surveys.
     Single surveys were made at  Bui lards Beach and Sunset Bay
State Parks both during the period  from June 14-20, 1968.  Samples

-------
    Sampling Unit
Pump and
Sampling Timer'
  Unit Timer
                                                       110 volt Plug
Sample Container—I
 Drain
• Pump
      FIGURE  2.   SAMPLING   UNIT

-------
 16
 were collected daily from the raw wastewater, aeration basin and
 clarified effluent.  The raw wastewater sample at both areas was
'collected and"composited automatically using-the device shown in
 Figure 2.  This sampler is similar to the pump sampler described
 previously, except that the unit can be battery operated.  The
 unit was programmed to collect sample volumes in proportion to
 the average flow distribution at each area.  The aeration tank
 sample was a grab sample collected once per day, and the final
 clarifier sample was collected in the same manner as described
 previously for the Timberline Lodge surveys.
     All samples were iced during collection and while in transit
 to the Pacific Northwest Water Laboratory in Corvallis, Oregon.
 Samples for COD analysis were preserved with concentrated sulfuric
 acid and samples for nitrogen and phosphorous analysis were
 preserved with mercuric chloride.
     Unpreserved samples were used for all other analyses.  Analysis
 of unpreserved samples for BODc occurred within a 24-hour period.
 In order to check the change in BOD5 during sample shipment, a grab
 sample was collected on January 12 from the Timberline Lodge raw
 sewage, stored at 5°C, and then analyzed for BOD5 after four
 hours and 28 hours.  There was less than 10 percent difference in
 the values which is within the accuracy of the BOD5 test.

                          Analysis
     All laboratory analyses, with the exception of centrifuged
 BOD5 and COD, TPO. and OPO., were performed in accordance with the

-------
                                                                17
                                2/
12th Edition of Standard Methods-.  Field analyses were made for



temperature, D.O., pH, and percent solids in the aeration basin.



D.O. and pH were measured using battery-operated probes.   Percent



solids was measured in accordance with Standard Methods.

-------
                    PLANT DESCRIPTIONS

     Each of the systems is described below with pertinent
details given regarding the types and sizes of facilities
available and the type of area served.  Figure 3 also illustrates
the flow diagram of each system.

                     Crystal Mountain
     The treatment system at this area presently serves only a
portion of the total facilities which includes a day lodge,
administration building and two overnight lodges.
     Treatment consists of screening, comminution, complete mix,
biological aeration, clarification with return sludge facilities
and final disposal to a subsurface drain field.  Aeration is
provided by a mechanical surface aerator on a timed basis.  Table 1
gives pertinent details regarding volumes and capacities for this
system.
                         TABLE 1
       DETAILS OF CRYSTAL MOUNTAIN TREATMENT SYSTEM
Facility                             Description
AERATION TANK                        Square concrete construction
  Dimension                          21'  x 21' x 11 1/4'
  Volume                             37,000 gallons
  Aerator                            10 Hp mechanical aerator
CLARIFIER                            Circular radical flow
  Surface area                         201 ft.2
  Volume                               14,850 gallons
  Overflow weir length                 47 ft.
SLUDGE RETURN                        Air lift pump

-------
              Screening
                 and
             Comminution
      Aeration Basin
                           Final Clarifier
  Raw Sewage
                                    lOhp. Aerator
                                Return Sludge
                                                                              Drain
                                                                              Field
                          CRYSTAL  MOUNTAIN  PLANT
        Screening
           and
       Comminution
Raw  Sewage
Aeration Basin
   a
 5hp
'Aerator
                               O
        5hp
        'Aerator
                            Aeration Basin
                     Gas Chlorinator
                          o
                          Return   Sludge
                                      Chlorine
                                      Contact
                                        Tank
                                                                              To
                                                                             Stream
                       TIMBERLINE  LODGE  PLANT
                                                                 Hypochlorite
                Screening
Raw Sewage
        Aeration  Basin
                                  «-Pipe Diffuser
                                                                       Chlorine
                                                                       Contact
                                                                         Tank
                                                Gravity Return
                                                   Sludge

              BULLARDS  BEACH  AND   SUNSET  BAY PLANTS
             FIGURE  3.  TREATMENT  PLANT FLOW  DIAGRAMS

-------
                                                                  21
                     Timberline Lodge

     The treatment system at this area serves all  facilities at

the ski area which essentially includes only a combined overnight-

day lodge with a restaurant and lounge.

     The treatment system consists of screening and comminuting the

raw sewage, secondary biological  treatment in two 30,000 gallon

aeration tanks each with a 5 Hp mechanical surface aerator, secondary

clarification, chlorination of the final effluent with a gas

chlorinator and baffled chlorine contact chamber.   Like Crystal

Mountain, the aerators at this plant are on a timed basis.  Table 2

gives pertinent details of this system.


                         TABLE 2

            DETAILS OF TIMBERLINE LODGE SYSTEM
Facility
Description
AERATION TANK
  Volume
  Aeration

CLARIFIER

  Volume
  Surface Area
  Overflow weir length
  Chlorine contact chamber

  Volume
2 - 19' x 19' x 12'  concrete tanks
  30,000 gallon/tank
  2 - 5 Hp mechanical  aerators

Rectangular concrete basin
19' x 6' x 12'
  11,050 gallons
  114 ft.
  12 ft.
  Rectangular basin  with over-
    under redwood baffles
  2,175 gallons

-------
22
                       Bui lards  Beach
     The treatment system at this  area  serves  the overnight
campground with 128 camp sites and a day-use area with  a  single
bathhouse.
     Treatment is provided by a  small extended aeration package
plant with a capacity of 11,000  gallons per day (gpd).   The
package plant provides screening,  aeration with diffused  aerators,
clarification with sludge return by gravity and chlorination prior
to discharge to the Coquille River.
     Table 3 gives pertinent details of the system.
                         TABLE 3
             DETAILS OF BULLARDS BEACH  SYSTEM
Facility                            'Description
AERATION
  Volume                             11,000 gallons
  Aerators                           Pipe diffusors  with air
                                       compressors
CLARIFICATION
  Volume                             920 gallons
  Surface area                       40 ft.2

                        Sunset Bay
     The treatment system at this area  receives the  septic tank
effluent from an overnight campground with 137 camp  sites, and a
large day-use area.
     The treatment plant is also a packaged extended aeration system
with 17,000 gpd capacity of the  same type as  that at Bui lards Beach.
After chlorination, the effluent is discharged to the Pacific Ocean.

-------
                                                                   23

     Pertinent details are given in Table 4.


                         TABLE 4

               DETAILS OF SUNSET BAY SYSTEM


Facility                                 Description


AERATION TANK
  Volume                                  17,000 gallons
  Aerator                                 Diffused aerators

CLARIFIER
  Volume                                  1,430 gallons
  Surface area                            60 ft.

-------
                          RESULTS

     Pertinent analytical  and field data is summarized for each
area in Table 5 and complete data is provided in the Appendix.
Figure 4 illustrates the variation in aeration detention time
and organic loading at each of the four plants studied.,

                    Hydraulic Loadings
     Data on the hydraulic loading is presented in Table 6 in
terms of average daily theoretical detention time in the aeration
basin and the hydraulic surface loading on the final clarifiers.
     For the two ski areas, the aeration detention time was
highly variable and on an average basis, considerably greater
than normally found in extended aeration treatment.  At Timber!ine
Lodge, the detention time varied from 3.8 to 15.8 days with an
average of 8.9 days for the two survey periods.  The average
detention time for the weekdays monitored (weekdays are considered
as 9:00 am Tuesday through 9:00 am Friday) was approximately 11.5
days while the average for weekends (9:00 am Saturday through
9:00 am Monday)* was 6.0 days.  The most severe shock load in
terms of daily change was from 10.4 to 3.8 days or approximately
a three-fold increase in flow.  At Crystal Mountain, the detention
time varied from 0.8 to 14.3 days with an average of 3.6 days
for the three survey periods.  The average for the weekdays
monitored was 6.2 days and 2.8 days for the weekends.
*Monday is considered as part of the weekend because flows were
measured from 9:00 am to 9:00 am and the flow measured Monday
would include flows from Sunday.

-------
        TABLE 5



ANALYTICAL DATA SUMMARY
BOD Mg/1
Period
Timberline
Lodge
1/21-29
Timberline
Lodge
5/10-13
Crystal
Mountain
2/11-19
Crystal
Mountain
3/8-12
Crystal
Mountain
4/26-29
Bui lards
Beach
6/11-20
Sunset
Bay
6/14-20
Location
Inf
Aer
Eff
Inf
Aer
Eff
Inf
Aer
Eff
Inf
Aer
Eff
Inf
Aer
Eff
Inf
Aer
Eff
Inf
Aer
Eff
Total
485
—
70
320
—
47
400
1730
135
228
2550
. 80
393
1211
51
79
--
30
92
--
22
Filtered
250
—
13
.._
—
16
__.
32.2
18.6
	
64.2
26.6
__
32.8
18.0
_ _
--
10.4
_ _
--
64
COD
Total
833
—
230
580
—
172
953
4128
216
470
3850
206
650
5450
195
220
--
53
188
--
41
Mg/1
Fi 1 tered
380
—
67
__
—
74
__
218
89
__
—
77
__
236
53
__
	
25
« _
--
19
SS
Mg/1
470
2150
145
171
2025
86
405
3599
222
282
3390
121
395
4260
120
75
997
25
59
717
20
VSS
Mg/1
410
1885
125
149
1865
75
367
3154
191
246
2990
97
385
3950
108
__
--

— _
--
—
TP04
Mg/1
13.2
--
10.2
11.4
—
10.3
16.6
—
11.5
7.9
--
7.1
11.3
_-
10.0
5.2

2.6
8.3

6.8
TKN NH3 I>
Mg/1 Mg/1
71.10 43.5
__
26.9 12.5
44.1 13.6
—
15.6 2.9
91.2 29.1
262 47.0
59 31.9
54.1 11.4
153 21.0
32.3 19.7
86.3 15.4
226 26.3
34.5 26.0
46.32 39

14.87 12.74
73.73 65.8

24.77 27.46
Mg/1
0.30
--
27.76
0.33
--
10.2
0.35
30.60
28.40
0.18
10.10
10.90
0.35
45.20
45.60
0.03

22.19
0.03

38.74
Alk
Mg/1
247
75
61
133
80
13
320
170
93
212
133
35
252
120
n
195
43
3
282
54
4
PH
7.2
5.7
5.3
6.2
5.7
5.2
6.4
6.7
6.7
6.8
6.6
6.6
6.8
6.2
5.7
7.1
6.1
5.4
7.3
6.5
5.3
Temp
°C SVI
—
10.5

__ __
10.1 380
--
_ _ __
3.6 146
—
__ __
6.0 248
—
__
5.0 372

— _
15.7 67
--
__
13.4 48
--
Average
flow.gpd
8,720


7,625


9,250


23,100


7,000



7,900


12,870


-------
    14
    12
    IO
     8
o


o
   0.3O
I
to

5
2  020

o
o
0)

-«>  0.15
   O.IO
  0.09
     0 i
        U1MMU
       TIMBERLINE  LODGE
CRYSTAL MOUNTAIN
            r i SMTWT

BOLLARDS BCH  SUNSET BAY
      FIGURE  4.   HYDRAULIC  AND  ORGANIC  LOADINGS

-------
                                           TABLE 6

                         SUMMARY OF HYDRAULIC AND ORGANIC  LOADINGS
                                             AREA

                Timber! ine          Crystal           Bui lards  Beach           Sunset  Bay
Loading       Average  Range    Average  Range      Average     Range       Average   Range

Detention
Time, Days      8.9    3.8-15.8   3.6    0.8-14.3     1.3       1.2-1.6        1.3     1.2-1.6

Clarifier Sur-
face Loading,
gpd/ft2         61      33-139     65     12-234       210         --           210

Ib BOD/
Ib MLVSS-day    0.031  0.004-     0.048  0.002-0.136  0.056     0.025-0.116    0.065   0.055-0.093
                       0.062

Ib BOD/
1000 ftVday    3.0     —        6.5      —         4.2         —           3.8

Ratio of average
weekend loading
to average week-
day loading     1.3    1.5-6.0    3.2    2.0-17.0

-------
                                                                  29
     The hydraulic loading on the final  clarifiers at the two
ski areas was equally as variable as the aeration detention
time.  At Timberline Lodge, the average  daily rate varied from
33 to 139 gpd/ft2 and at Crystal Mountain from 12 to 234 gpd/ft2
     These values are not unusually high on the basis of normal
design rates of 400-600 gpd/ft2, but it  should be remembered that
they are average daily rates, whereas, design is on the basis of
peak rates.  On the basis of peak flows, which are on the order of
ten times the average daily flow rate—,  the maximum surface
loadings would be 1,390 gpd/ft2 for Timberline Lodge and 2,340
gpd/ft2 for Crystal Mountain, both of which exceed design values.
     The hydraulic loadings found at both the summer parks,
Sunset Bay and Bullards Beach, were quite constant during all
days of the survey period with a total range in aeration detention
times from 1.2 to 1.6 days and an average surface loading on the
final clarifiers of approximately 210 gpd/ft2.  The reason for
the constant loading at Bullards Beach is attributed primarily
to an extremely high rate of infiltration.  It is estimated that
there was over 5,000 gpd of infiltration to the system during the
survey period which accounts for 60-70 percent of the entire
wastewater volume.  This high rate tends to dampen any fluctuations
from wastewater contributed through actual camper use.  The
constant flow at Sunset Bay is attributed to detention time in
the collection system prior to being pumped to the plant and
infiltration.  Each rest station at this area has a septic tank

-------
30
that precedes the actual  wastewater  discharge  to  the  treatment
plant.   The combination of long  collection  system detention time
and infiltration tend to dampen  any  hydraulic  loading fluctuations

                     Organic Loadings
     The organic loading on all  four systems  studied  was quite
low for extended aeration biological  systems.   Normally, an F
value of 0.1 to 0.2 Ib BOD5/lb MLVSS-day is used  in design.  In
terms of volumetric capacity, this would be on the  order of
15-20 Ib BOD5/1,000 ft3 of aeration  capacity.   At the two ski
areas, the average organic loadings  were quite low  compared to
the normally ,used design values  and  were highly variable on a
day to day basis.  Timberline Lodge  loadings  were less variable
than those at Crystal Mountain due to the more consistent usage
at this area.  At Timberline Lodge,  the average organic loading,
F, was 0.031 with a range from 0.004 to 0.062. It  can be noted
that even the highest loading found  was well  below  the average
design value of 0.10.  The difference between weekend and weekday
loadings was not as great as might be expected from a ski area
with a ratio of 1.3 for the average  weekend to average weekday
loading.  At Crystal Mountain, the organic loading, F, averaged
0.048 with a range from 0.002 to 0.136;  There was  considerable
variation from weekday to weekend loadings as indicated by the
average ratio of 3.2 with a value as high as  17 noted on one
occasion.  In terms of volumetric loadings, the average values
were 3.0 and 6.5 Ib BOD5/1,000 ft3 for Timberline Lodge and
Crystal Mountain, respectively.

-------
                                                                 31
     The organic loading at Billiards Beach and Sunset Bay were
by comparison to the two ski areas quite consistent with respective
average ratios of 0.056 and 0.065 and ranges from 0.025 to 0.116
and 0.055 to 0.093.  There was little difference noted between
weekdays and weekends.  The average Ib BOD /l,000 ft3 ratio was
                                          3
4.2 for Bullards Beach and slightly lower at 3.8 for Sunset Bay.
Like the two ski area systems, both Bullards Beach and Sunset Bay
are underloaded on an average basis.

                     System Efficiencies
     The efficiency of all four plants studied on the basis of
BOD(->  COD and SS was quite variable as shown by Table 7 and
illustrated by Figure 5.
     At Timberline Lodge, the average total BODs removal
efficiency was 84 percent with a range from 55 to 97 percent.
The average COD removal efficiency was 71 percent and the average
suspended solids removal was 59 percent with a range from 0 to
96 percent.
     The Crystal Mountain system generally performed similar to
the Timberline system with perhaps a little more variability.
The average total BODg, COD and SS removals were 80, 70, and 57
percent, respectively.  A high degree of variability, though, is
indicated by the fact that the removal of all three parameters
varied from actually less than 0 percent to over 90 percent.

-------
                    TABLE 7



SUMMARY OF TREATMENT PLANT REMOVAL EFFICIENCIES
Parameter
% Total BOD5
% Centrifuged
BOD5*
% Total COD
% Centrifuged
COD*
% ss
Timber line
Average
84
98
71.0
90.0
59
*Based on comparison of total
Lodge
Kange
55-97
92-99
36-92
75-94
0-96
influent
Crystal Mountain
Average
80
94
70
89
57
analysis to
Range
0-94
81-97
0-90
76-96
0-95
centrifuged
Bui lards Beach
Average
62
87
74
86
67
effluent analysis
Range
34-79
84-93
56-84
82-91
0-85
Sunset
Average
73
92
75
90
66
Bay
Range
42-89
89-93
60-87
88-92
0-89

-------
i

o"
o
at
    IOO
    8O
    60
 4O
    2O
|
o
o
o
IOO





 80





 60






 40





 20





  O


TOO





600


4OO





SOO
E

co
3  2OO
   IOO
        O
         I
                         PSSMTWTPSS  fSSM  FSSM


                           CRYSTAL  MOUNTAIN
     SMTWTFISM rtSM

    TIMBERLINE   LODOE
                   FSS'MIWT    FSSMTWT


                 BULLARDS BCH  SUNSET BAY
      FIGURE 5.
                PERCENT

                AND  EFFLUENT  SS
B009 AND COO REMOVALS

-------
34
     Builards Beach system had an average 800$ removal  of 62
percent, a COD removal  of 74 percent,  and SS removal  of 67 percent.
The Sunset Bay system averaged 73 percent 8005 removal, 75 percent
COD removal and 66 percent SS removal.   The reason for  the higher
COD efficiency relative to BODs is attributed to nitrification
in the BODs test on the effluent samples.  Table 10  is a graph
of the effluent 8005 versus COD, and illustrates this point by
having a positive BODs value when the  COD is zero.
     Also given in Table 7 is the percent efficiency  for BODs
and COD removal based on centrifuged effluent samples.   These
data indicate that the BODs and COD efficiency of the systems
could be improved from 10-20 percent through more efficient
removal of effluent suspended solids.
     Figure 6 shows the COD loading versus percent COD- removed
on the basis of total effluent analysis  and centrifuged effluent
analysis.  This figure also indicates  the considerable  effect
of suspended solids carryover in the final  effluent which becomes
of greater significance as the loading decreases.   It can be
seen that if the loading decreases from  0.2 to 0.1 Ib COD/1b
MLSS-day, the efficiency based on total  sample analysis decreases
from 78 percent to 75 percent, but the efficiency based on
centrifuged samples increases from 91  percent to 93 percent.

-------
                                           Legend
                                      Timb«rlin«
                                      Crystal Mm.
                                      Billiards Beach
                                      Sunset Bay
                                           O
                                           *
                                           D
                                           A
  lOOr
o 90
o
0>
or
Q 80
O
u
a>
« 70
a»
0.
  60
  50
                     0.10               0.20
              COO Organic Loading Ib COO/lb MLVSS-day
                                             0.30
FIGURE 6-
COD  ORGANIC  LOADING  VS  COD  REMOVAL
EFFICIENCY  FOR  TOTAL 8 CENTRIFUGED
EFFLUENT SAMPLES

-------
36
     Figure 7 illustrates the relationship between sludge
volume index (SVI), effluent suspended solids, and organic
loading.  Over the range of values encountered in these surveys,
the effluent suspended solids was found to vary directly with
SVI and inversely with organic loading.  For example, if the
organic loading was 0.1, the SVI would be approximately 130
and the effluent SS would be approximately 90 mg/1.   If the organic
loading was increased to 0.2, the SVI would decrease to 40 and
the effluent SS would decrease to 20 mg/1.
     It should be noted, though, that Figure 7 is based on an
average of data obtained in each survey; and if the individual
data points were plotted, there would be considerable scatter to
the Timberline and Crystal data.  The cause of this  scatter is
attributed to a floating sludge problem which was observed on
several occasions at both plants.  The problem was not noted at
either Bui lards Beach or Sunset Bay.
     Table 8 gives data on the BOD5 and COD values of the MLVSS
for the Crystal Mountain system during the period of February 10-19
and April 26-29.  During the first period, the data indicated
average ratios of 0.54 mg BOD5/mg VSS and 1.25 mg COD/mg VSS.
During the second period, the BOD,-/VSS ratio had decreased to
0.3, but the COD/VSS ratio remained constant at 1.30.  Corresponding
sludge ages for these periods were 122 days and 190 days,
respectively.  The theoretical ratio for COD/VSS is  approximately
1.4 and agrees quite closely with the data in Table 8.  However,
the ratio for BODc/VSS, which was expected to be on the order of

-------
   300
   200
X
O)
•o
Q>

E
   100
                          O
                              100
                    Effluent Suspended Solids mg/l
              200
   400
   300
X
a>
•o
   200
a»
o>
TJ
   100
     Legend

Timberline   o
Crystal      *

Bullards     0

Sunset Bay   A
               O.I
 0.2        0.3

Ib COD/lb MLVSS-day
0.4
              0.5
           FIGURE  7.   SLUDGE  VOLUME  INDEX (SVI)  VS
                        LOADING AND  EFFLUENT  SS

-------
38

                           TABLE  8

       RATIO OF BOD5/VSS AND COD/VSS  FOR THE  CRYSTAL
    MOUNTAIN MLVSS DURING SURVEYS OF  2/10-19  and  4/26-29
Date
2/10
11
12
13
14
15
16
17
18
19
Average (2/10-19)
4/26
27
28
29
BOD5/VSS
0.59
0.49
0.51
0.48
0.48
0.42
-
0.65
0.60
0.63
0.54
0.36
0.25
0.31
0.26
COD/VSS
1.28
1.08
1.27
1.16
1.30
1.02
1.51
1.53
1.10
1.28
1.25
1.38
1.42
1.20
1.21
Average (4/26-29)        0.30                        1.30

-------
                                                                 39
0.2-0.3 at the high sludge ages encountered, was considerably
greater than this during the first period, but agrees fairly
well during the second period.
     The higher ratio during the earlier survey may be attributed
to nitrification in the BODg analysis and the fact that the
system had been operating only for 3-4 weeks prior to the survey
and perhaps only 5-10 days at a significant loading level.   This
would indicate, then, a true sludge age considerably lower than
the 122 days calculated on the basis of Ib solids under aeration/lb
solids wasted/day.

                     Alkalinity and pH
     Figure 8 illustrates the variation with day of week in
influent and effluent alkalinity and pH for each of the four
plants studied.
     At both Timberline Lodge and Crystal Mountain, there was
considerable variation in the influent alkalinity and pH.  On
weekdays the alkalinity dropped to approximately 1/2 to 1/3
the weekend value and the pH dropped accordingly.
     In the effluent, the Timberline system showed an average
decrease in alkalinity of 153 mg/1 or approximately 81 percent.
There was a corresponding decrease in average pH from 6.7 to
5.2 with a value as low as 3.9 in the final effluent.  The
Crystal Mountain system had an average decrease in alkalinity of
215 mg/1 or over 82 percent.  The average decrease in pH through
the system was not as severe as at Timberline being from 6.7 to

-------
                             LEGEND
                          Jnflutnt—©—
                      Final Effluent—A—
  SM TWT PSSM  P8SM
 TIMBERLINE   LODGE
PSSMTWTPSS FSSM  fSSM
  CRYSTAL MOUNTAIN
   FSSMTWT
BULLARDS BCH  SUNSET IAY
FIGURE  8,  ALKALINITY  AND  pH  VARIATIONS

-------
                                                                 41
6.3.  The low pH value at Crystal was 5.0 which occurred during
the third survey.
     At Bullards Beach and Sunset Bay, the influent alkalinity
and pH increased approximately 50 mg/1 for alkalinity and  0.5
pH units.  As shown by Figure 6, the alkalinity in the effluent
was less than 10 mg/1 for all days except one when it increased to
approximately 30 mg/1.  For Bullards Beach, this represents an
average decrease in alkalinity of 192 mg/1 or over 98 percent,
and for Sunset Bay a decrease of 278 mg/1 or nearly 99 percent.
As could be expected with this large decrease in alkalinity, the
average pH decreased significantly in the effluent from 7.1 to
5.4 for Bullards Beach and 7.3 to 5.3 for Sunset Bay.  It is of
interest to note that for Sunset Bay the major reduction in pH
occurred in the final clarifier rather than in the aeration basin
as was the case for the other units studied.

               Aeration Sludge Analysis
     During the first surveys at Timberline Lodge (January 21-29)
and Crystal Mountain (February 11-19), the activated sludge in
the aeration basins was subjected to a qualitative microscopic
analysis.
     At Timberline Lodge, the analysis indicated a protozoan
population with free swimming ciliates, and a few stalked ciliates.
There were very few rotifers identified, a large number
of filamentous fungi and a few green algae.  The floe was described
as being highly dispersed.

-------
42
     At  Crystal  Mountain,  there  was  a  good  protozoan  population
primarily of stalked ciliates.  No  free swimming ciliates  or
rotifers were found.  There was a considerable amount  of fungi
present which was identified as Geotrichum condidum.   The  floe
was described as being highly dispersed.

                       Nitrification
     Figure 9 illustrates the percent nitrification, measured as
quantity of (NO., + NC^) in  the effluent divided by quantity
of total nitrogen in the influent,  versus organic loading  (Ib BOD-/
Ib MLVSS-day) for the four  plants studied.  This figure also
illustrates a normal curve  at approximately  20°C as reported by
           3/
Eckenfelder—.  Nitrification at all four plants is less than 20
percent at a loading of 0.10 Ib BOD5/lb MLVSS-day.  Compared to
essentially 100 percent, nitrification  under normal pH and
temperature conditions at this loading, it can be noted that
nitrification at the areas  studied  is depressed considerably.

-------
o"  60
 Lro
    50
£  30
                                                  LEGEND

                                             Timberline
                                             Crystol  Mtn.
                                             Bui lords Bch.
                                             Sunset  Bay
                                                 •After Eckenfelder (3)
      ' O
     0    O.I   0.2   0.3   0.4   0.5   0.6   0.7   0.8   0.9   1.0

                          Organic Loading, Ib BODg/MLVSS-day
I.I
1.2
              FIGURE  9.   ORGANIC  LOADING  vs  % NITRIFICATION

-------
                        DISCUSSION

     This section of the report will first discuss organic removal
kinetics, biological synthesis and respiration rates, nitrification
and denitrification, loading effects and how these relationships
apply to the systems studied.

                   System Organics Removal
     The total efficiency of a treatment system in removing
organic matter expressed as COD or BOD,-must consider two forms
of organic matter in the effluent:  (1) the soluble portion, and
(2) the portion contributed by organic solids which from an
activated sludge process would  be principally biological cells.
     In terms of COD, the total removal efficiency can be
expressed by the relationship:
          E = L°
where
                       x 100
                       E = total COD removal efficiency
                       L' = total influent COD
                       LE = total effluent COD
     where             L; = soluble effluent COD
                       LS = effluent COD due to solids
                       Soluble COD
     The rate of soluble COD removal in a biological treatment
system is related to the quantity of active microorganisms present,

-------
46
the length of time the organisms  are  in  contact with  the  food
source and the quantity of COD  present—/  This concept  can be
expressed mathematically as:
                     ^  = KSL                           (1)
                     dt      a
     where           ^  = rate  of  change  of  COD with  time
                     K1   = COD removal  rate,  time"
                     Sg  = average  concentration of  active micro-
                           organisms  under aeration  as measured by
                           volatile suspended solids,  mass/volume
                     L   = COD remaining in reactor, mass/volume
     By making a material  balance around a completely  mixed biological
treatment system, the following  relationship  can be  developed—*—*—.
                     L°s ' L°  =  K'i;   or   M'  =  K'L^      (2)
                        3
                           M1   =  L^  -  Le/Sat,  Time"1
                           L'   =  influent  organic matter,  mass/volume
                           Lg  =  soluble effluent organic  matter,
                                 mass/volume
                           t   =  aeration  detention time,
     Equation 2 passes through  the origin  which  indicates  that
when L'  = 0, M' =0 or vice versa.   However, this is  seldom the case
because of the organic matter that is  associated with SS and  a
portion which is nonbiodegradable.   Therefore, equation 2  is  normally
seen as M1 = KV  ± 2-                                    (3)
     where 2- is the combination of positive removal due to SS
settling out or negative removal  due to nondegradable organic matter.

-------
                                                                  47
     Equation 3 is of the form, y = ax-b which plots as a straight
line on cartesian coordinates with a slope equal to (a) and inter-
cept equal to (b).  Therefore, by plotting M' versus L1 on
cartesian coordinates, a straight line should result with a slope
equal to the substrate removal rate (K1) and an intercept equal to
£.  However, since (K1) is temperature dependent and all data obtained
in these surveys are at different temperatures, they should be adjusted
before they can be compared on an equal basis.  This can be done
using the van't Hoff Arrhenious temperature relationship:
                       K  - K  n1'20
                       KT ~ K20°                         (4)
          where        KT = reaction rate at temperature T
                       Kp0 = reaction, rate at 20°C
                       T   = temperature
                       0   = temperature coefficient
Values have been reported for 0 in the literature ranging from
           3 4 5 6/
1.0 to 1.08 ' ' * 'depending on the type of treatment system
being used.  A typical value for activated sludge treatment of
domestic waste is 1.038 as reported by Pohl— and will  be used in
this report.
     Figure 10 represents Ib COD removed per Ib MLVSS-day, M1,
converted to 20°C, for the data obtained from the four plants
studied in this report, data for properly buffered activated sludge
systems obtained in two surveys of the Camp Angel 1 Job Corps Center
plant during August 1967 and January 1968, and data from Pomona,
California, reported by Jenkins and Garrison—(  It will be noted
that two separate curves can be drawn for these data.

-------
                               LEGEND
                       Timberline
                       Crystal Mtn.
                       Bullards Bch.
                       Sunset Bay
                       Camp Angell
                       Pomona,Calif, after
                       Garrison 8 Jenkins (7)
                                             a
                                             A
   0.8


   0.7
J)
2 0.5


51 0.4
o
E
a: Q g
o
o
o
£ 0.2
"s

   O.I
                                     M'= 0.017 Le'-0.078  (R = 0.986)
                                     M'=0.0022Le'-0.072  (R = 0.72I)
                               50
                    Le'  Filtered Effluent COD mg/l
                                                           IOO
       FIGURE  10.   FILTERED  EFFLUENT  COD  vs COD
                      REMOVAL  RATE

-------
                                                             49
     Linear regression analysis of the data indicate a 20°C
COD removal rate of 0.017/day for the plants at Sunset Bay,
Pomona, California, and Camp Angell, and 0.0022/day for the
Timberline Lodge, Crystal Mountain, and Bullards Beach plants.
The correlation coefficients of 0.986 and 0.721 for the two
curves, respectively, appear to verify the linear model used
to describe the reaction rate kinetics.  It will be noted that
the curves have a negative intercept which can be interpreted
to mean that there is a portion of the substrate that is
nonremovable regardless of loading level.  This is not unusual
when using COD as a measure of organic substrate because there
is normally a portion of the COD which is nonbiodegradable and,
therefore, not removable in a biological system.  If the intercept
were positive, this would indicate significant contribution of
COD due to SS.
     To investigate whether or not the removal rate was temperature
dependent as previously assumed, regression analyses were performed
on the Timberline, Crystal, and Bullards data before and after
temperature adjustments.  The correlation coefficient was improved
from 0.674 to 0.721 which, although not a major improvement,
still appears to confirm the temperature dependency of the
removal rate coefficient.
     The removal rate of 0.017/day for the Camp Angell, Pomona,
and Sunset Bay data when converted to a BOD,- basis is quite
comparable to data reported in the literature that range from
0.02 to 0.04/day.

-------
50
     On the other hand, the rate of 0.0022/day obtained from the
Timberline, Crystal, and Billiards data is  extremely low and is
attributed principally to low and variable aeration pH and the
fact that the raw waste is unsettled prior to treatment3*10'11/.
Of these factors, variable aeration pH is  perhaps the most
significant, particularly at the lower temperatures encountered
at Crystal and Timberline.
     Eckenfeldei—'  reports that a rapid change in pH will decrease
the respiratory activity of biological organisms by as much as 75
percent; and this effect is compounded at  low temperatures.  While
low pH in the aeration basins will reduce  the organic removal rate
significantly for a normal bacterial population, a fungi  dominated
population will develop that operates quite efficiently at pH levels
as low as 2.5-^- .  Therefore, if the pH level  does drop,  but remains
steady, little loss in organic removal efficiency should  be noted
when the system reaches steady state conditions.  This was indicated
by the data obtained at Sunset Bay, which  operated at a low, but
rather steady pH level of 5.1 to 5.5, and  had a normal organic
removal rate comparable to those reported  in the literature.
     The second factor that would tend to  reduce the removal rate
is the fact that the waste at Timberline,  Crystal, and Bullards is
unsettled with approximately 30 percent of the total  organic load
in the form of suspended solids.  It is reasoned that the portion
of organic matter in the form of solids would be degraded at a
lower rate than the soluble portions.  Since most of the  values

-------
reported in the literature are for settled or principally soluble
substrates, it seems reasonable to expect a rate somewhat lower
for systems without primary settling.  As mentioned before, though,
this is not considered a major factor.
     That portion of the effluent COD due to solids, LS, can be
expressed by the relationship XS , where X is the ratio of COD to
VSS and SQ is effluent VSS.  In terms of COD, the ratio X should
be relatively constant for a given substrate with a theoretical
value of 1.42 for a pure biological solid.  However, there is
usually a portion of nondegradable VSS in the aeration basin which
lowers the ratio.  In surveys at Crystal Mountain, this ratio varied
from 1.25 to 1.30.

           Sludge Synthesis and Endogenous Respiration
     Since the quantity of new cells produced must eventually be
disposed either in the effluent or through separate wasting, it
is extremely important to have an estimate of the actual
quantity produced in order to design sludge wasting and holding
facilities.  This is also important from an economic standpoint
because in many installations sludge handling and disposal facilities
may amount to as much as 50 percent or more of the total plant
costs  (capital plus operation and maintenance).
     Incoming organic material, expressed as COD or BOD5, is
utilized by the microbiological population in a biological treatment
system for new cell-growth and metabolic energy.  This can be
expressed as:
         Organic Matter + bacteria + 02+ new bacterial cells +
         Stable end products (C02, N03, H20)

-------
52
It can be further expressed by the  following relationship if a
materials balance is made around a  biological  reactor at steady
state conditions,

                 V = aM - b(QT~20)                      (5)
     where      T' = Sludge age or  Ib MLVSS/lb VSS wasted
                     per day
                a  = Fraction of COD  or BOD,- removed to produce
                     new VSS or Ib  VSS prodticed/lb COD or BOD,.
                     removed per day
              T-20                                               T-20
             0     = Temperature correction factor equal to 1.038
                T  = Temperature, °C
                b  = Fraction of VSS  destroyed through self-
                     respiration or endogenous respiration, Ib VSS
                     destroyed/1 b MLVSS per day

     Monod—'has defined the growth  rate (a) of pure cultures of
microorganisms on defined substrates  to be related to the concen-
tration of a growth limiting substrate.  However, it has been
shown ' * 'that a first order approximation of the Monod equation—',
i.e., where the sludge growth rate  is directly proportional to
substrate concentration, can be used  to estimate the growth rate
in activated sludge treatment of domestic wastewater.
     From inspection of a normal activated sludge growth curve,
as shown in Figure 11, it can be seen that the endogenous decay
rate can be described by an exponential function of sludge age

-------
c
o
u
c
o
o
O)
o
                                   Sludge Age
FIGURE   II-   SLUDGE  GROWTH  CURVE

-------
54
or that
which can be reduced to the form
                                                         (7)
          bT - be-*T                                  (8)
where     b-   = endogenous rate at sludge age T, days
          b    = maximum endogenous rate
          $    = rate die-off constant
by integration from the limts b = 0 at T = °° and b = b    at T = 0.
                                                      rnaX
This assumes that the endogenous rate b is a maximum at a sludge
age of 0 days which is not exactly true because of the growth
period of up to one day, but should be sufficiently accurate for
this analysis and most applications.  This is particularly so
since the growth period of one day is small compared to the die-
                                                         •
off period.
     Equation 5 then can be written as
          VT, = aM - b   e~*T' O-0381"20)              O)
                       max
     Equation 9 has been curve-fitted to the data obtained in
surveys at the four recreation areas as well as data from Pomona,
California— and the constants a, b__ , and $ evaluated.  This was
                                  max
done on the basis of both BOD,- and COD.
     On the basis of BOD5 data, the sludge synthesis fraction, a,
equalled 0.54, b ,„ was equal to 0.052, and $ was equal to 0.02.
                max
The resulting equation with these constants is shown together with
the survey data in Figure 12.  It can be seen that the relationship
describes the data quite well.

-------
                                      Timbtrlin*
                                      Crystal  Mtn.
                                      Bullard* Beh
                                      Surutt  Bay
O
*
a
    0.10
a»
o»
a»
o»
   0.05
                          -= 0.54M-0.052e-°-02T
       0                  0.05                 0.100
           Organic Loading (M) Ib B000 Removed/lb MLVSS-day
FIGURE  12-    SLUDGE AGE  VS  BOD5 ORGANIC   LOADING

-------
 56
     On the basis of COD data,  including  Pomona,  California data,
the sludge synthesis fraction was  equal to  0.33,  and  both bmav
                                                           IllaX
and $ were the same as for the  BOD5  relationship.   The  resulting
equation and the data are illustrated  in  Figure  13  and  again, it
can be seen that there is good  agreement  between  actual  data
and predicted data.
     The sludge synthesis fraction,  a,  on the  basis of  BOD5 data
agrees quite well with values reported  in the  literature.  Both
the National Sanitation Foundation^/  and McCarty and Broderson^7
reported values of 0.53.  The value  of  0.33 calculated  on the
basis of COD data also agrees quite  well  with  the value reported
by Jenkins— and on the basis of BOD5/COD  relationship of approximately
0.58 (See .. Table 9, appendix)   appears reasonable.   The maximum
endogenous rate (t>max)  of 0.052 is  quite low  compared  to the
value of 0.18 used by Eckenfelder—',  National Science  Foundation—
                         187
and McCarty and Broderson—, but agrees closely with  the value
reported by Jenkins-'of 0.04.  Since most of the  work supporting
the higher value of 0.18 was done  on a  laboratory bench scale basis,
perhaps the difference between  the two  values  is  due  to scale
effects from the laboratory to  the field.   At  any rate,  it is felt
that the values reported here and  by Jenkins—  are more  reliable
since they are based on actual  full  scale systems
     While the predicted relationship  between  sludge  age and
organic removal rate given by equation  9  appears  to describe the
actual  process satisfactorily,  it  should  be noted that  the equation

-------
                                            Legend
   0.25
   0.20
    0.15
 a>
 o>
<  O.IO
 a>
 o>
    0.05
                 A
                                      Timber-line
                                      Cryttol Mtn.
                                      Bullard* Bch.
                                      Sunset Boy
                                 Q
                                 A
                                         l/T=o.33rvr-o.o52e~a°2T
    0.5
COO Organic Loading M'
                                                1.0
FIGURE  13-  SLUDGE  AGE VS  COD ORGANIC LOADING

-------
58
does not distinguish any possible  pH  effects  from extended sludge
age effects on the endogenous rate.   However,  it is  felt that
the equation should be satisfactory  in  most  instances  of recreation
waste treatment for the reason that  low variable pH  appears to be
a characteristic of systems that are  loaded  below an average of
0.10 Ib COD/lb MLVSS-day and have  extreme  loading variations
from day to day.  Therefore, the extended  sludge age,  which generally
in a completely mixed system, also means low  loadings  and low pH
appear to be related.

              Nitrification - Denitrification
     This aspect of the operation  of  an extended aeration
biological treatment system is extremely important in  the control
of the efficiency of the system.   Nitrification  can  have a
significant effect on pH which in  turn  affect  the organic removal
rate and solids removal efficiency.   In a  study  of 14  small, extended
aeration systems in Massachusetts, the  Massachusetts Public Health
          207
Department—  concluded that nitrification will  cause  a  decrease
in pH in soft water areas and create  an environment  favorable for
filamentous microorganisms.  Findings from this  study  support
essentially the same conclusion.
     The oxidation of organic nitrogen  to  NO-  requires stoichiometrically
one mole of alkalinity per mole of organic nitrogen  converted.   This

-------
                                                           59
is shown by the following set of reactions:
          Org N + bacteria — »• NHg
          NH3 + H20 ^ NH* + OH"
          OH" + C02 ^ HC03
          NH~ + 202 ^ 2H+ + NO" + H20
          2H+ + 2HCO" ^> H2C03
          H2C03 T± C02 + H2°
     Adding these reactions together gives the following net reaction
          Org N + HCOg  + 202 -+ N0~ + H20
     Stated another way, the oxidation of 1 Ib of Org N as N
requires 3.6 Ib of alkalinity as CaCO-.
     The oxidation of NH., which in normal domestic sewage accounts
for approximately 90% of the organic nitrogen due to the conversion
in the sewer from organic nitrogen to NH. is given, by the net
reaction,
          NH  + 202 + HCO^  -»• 3H20 + NO" + 2C02
and requires 7.2 Ib of alkalinity as CaC03 per Ib NH- as N oxidized.
     The essential  difference between the two reactions is that in
the first reaction  one mole of alkalinity is produced in the oxidation
of Org N to NH., thereby, decreasing the net requirement from one
mole to two moles.   In the second reaction, the same thing occurs,
but the mole of alkalinity produced is measured as part of the
influent alkalinity and the net requirement remains as two moles.

-------
  60
     It should be noted, however,  that  these reactions  are an
oversimplification of an extremely complex  biochemical  reaction,
and may not yield the 2 to 1  or 1  to  1  molar ratios shown above.
On the basis of an average of the  survey data obtained  from all
four plants, approximately 7.5 Ib  of  alkalinity was required per
Ib of N02 + N0_ produced which is  close to  the maximum  value of
7.2 ib for NH.  ion oxidation and  the biochemical  simplification
made above may be sufficiently accurate for most purposes.
     The nitrification reaction has been reported to be a
function of sludge age, organic loading, dissolved oxygen,
temperature and pH.
     Each of these parameters are  discussed with possible methods
for controlling nitrification where soft waters and associated
pH problems may occur.
                                     3 /
     Regarding sludge age, Eckenfelder^-'reports that the sludge
age or organism  retention time must  be greater than their growth
rate or they will be washed from the  system.  Generally, sludge
ages on the order of 5 days or greater  are  necessary for
nitrification.  In extended aeration  systems, the sludge age nearly
always exceeds five days and this  is  not a  parameter which can
be controlled if it is desired to  limit nitrification.
     On the basis of organic loading, normally nitrification wm
start at a value of approximately  1.0 Ib BOD/ Ib MLSS at 20°C
in clarified sewage with essentially  complete nitrification at
organic loadings of 0.2-0.3 Ib BOD5/lb  MLSS.  This is illustrated
by Figure 9.

-------
                                                          61
                                       127
     Regarding pH, it has been reported—'that the optimum pH
range is 7.5-8.5 with a decrease in pH causing a decrease in
nitrification.  This may be one reason why the percent nitrification
was low in the systems studied.
     Temperature is also an important variable affecting the
percent nitrification.  The dependence of the growth rate of
                                              197
Nitrosomonas sp. has been described by Downing—'to vary according
to the empirical relationship.
          MT = M15 • 1.23(T"15)                          (7)
     where
          M,c = growth rate of Nitrosomonas sp.
           15   at 15°C
          MT  = growth rate of Nitrosomonas sp.
           1     at T°C
          T   = Temperature, °C
which indicates that a temperature change from 20°C to 10°C would
reduce the growth rate by a factor of approximately 3 and since
the percent nitrification would follow the growth rate of the
organisms, this would also be reduced by a factor of three.
     A point that is noteworthy, particularly in regard to the
considerable effect of nitrification on pH and general system
efficiency is the high concentration of organic nitrogen in
the raw wastewater of the recreation areas studied.  In general,
the concentration was nearly double that which is normally expected
from a domestic sewage.  It can be seen, then, that a combination
of high organic nitrogen with low or even normal alkalinity could

-------
62
result in pH problems if a high percentage of nitrification  occurs.
     In addition to aeration pH  problems,  a  high percentage of
nitrification in the aeration basin of an  activated sludge system
may have a significant effect on  the efficiency of  the final
clarifier due to rising or floating sludge through  denitrification.
Denitrification can be described  by the equation
                   2 N0~ -»• 302  + N2 |
and can occur with a highly nitrified effluent  in the final
clarifier because the active microbes continue  their respiration.
If free dissolved oxygen is not  available, oxygen is obtained
through reduction of the nitrates producing  nitrogen gas which
bubbles off and floats the sludge.   This sludge will not settle
once it has been floated and will be carried out of the clarifier,
thereby lowering the efficiency  of the plant for suspended solids,
BODg and COD.  The floating sludge noted at  both Crystal and
Timberline is attributed to denitrification. This  problem can
be controlled by reducing the sludge detention  time in the clarifier.
It is generally recommended that  this time be on the order of
four to six hours, but in practice, the sludge  age  can be used as
a good guideline.  With a low sludge age,  and a high oxygen
uptake rate, the time should be  on the low side; say on the order
of four hours.  However, if the  sludge age is high  and the oxygen
uptake rate is low, then a higher retention  time can be used.  This
can be controlled by the rate of sludge return  to the aeration
basin.  Long sludge retention times may have a  practical application

-------
                                                                  63
in some situations where the loading is very low during the week
and high during the weekends.  It may then be possible to accu-
mulate and store the sludge for a day prior to expected heavy
loadings and then return it concurrent with the high loadings.
This then would reduce the effect of the shock load.  This concept
                                                                    21 /
of reducing shock loads has been expressed previously by Eckenfeldet—
and may, indeed, have application.

                       Solids Removal
     As indicated by Figure 7, which gives the relationships
between sludge volume index, effluent suspended solids and organic
loading, the settleability of the sludge deteriorates rapidly at
organic loadings below 0.1 Ib COD/lb MLVSS-day.  This is attributed
to two main factors:  dispersed poor settling floe and filamentous
fungi.
     It has been widely reported by Eckenfeldei—, McKinney—'and
others that at low organic loadings, a highly dispersed microbial
population develops that is composed of single cells and cell
fragments, which have very poor settling characteristics.  Apparently,
this begins to occur at the areas studied at loadings below 0.1 Ib COD/
Ib MLVSS-day or approximately 0.05 Ib BOD5/lb MLVSS-day.  The other
contributing factor is filamentous fungi which begin to develop
at pH levels below 6.0.  Analysis of the sludge at both Crystal
Mountain and Timberline indicated significant concentrations of
fungi which is not surprising with the low aeration pH at these

-------
64
areas.   The development of the  fungi can  also  be attributed  to
low loadings because of the relationship  between organic  loading
nitrifications and reduction in alkalinity and pH.  As  indicated
by Figure 9, significant nitrification  began to occur at  organic
loadings below 0.1 Ib BOD5/lb MLVSS-day.
     Other factors that will effect the solids removal  efficiency
is the hydraulic loading on the clarifier in terms of surface
loading (gpd/ft2) and the sludge detention time.   If the  surface
loading, which can also be equated to  sludge rise  velocity,  exceeds
the settling velocity of the sludge, then the  sludge will  be
carried out of the system.  At  the four systems studied,  the average
surface loading's were well below those  values  normally  used
in design of activated sludge systems.  However, when considering
the peak flow rates, the surface loadings were excessive,  and in
all probability, contributed significantly to  the  solids  carryover.
     The sludge detention time  is a factor because if it  is  too
long, the clarifier will tend to go anaerobic  in the inner layers
of the sludge blanket, creating conditions for denitrification and
floating sludge.  Since floating sludge was noted  on several
occasions at both Timberline Lodge and  Crystal  Mountain,   It
is surmised that both systems had long  hydraulic detention times
                   /
in the clarifiers that allowed  the development of  anaerobic
conditions.  The sludge return  rate was not measured so that no
actual  values can be computed for the  clarifier detention  times.

-------
                   DESIGN CONSIDERATIONS

     In the design of an extended aeration activated sludge
system to treat a recreation waste, the following comments and
discussion are offered for the consideration of the design
engineer or the plant operator.
     The organic loading should be considered, perhaps as the
most important variable involved and will  be highly dependent
on having accurate waste flow and strength estimates.   Since the
minimum load level of 0.05 Ib BOD5/lb MLVSS-day is considered
the critical level, the conservative design approach used by many
agencies and firms in the past cannot be considered adequate.
The maximum level will usually be dictated by the maximum
allowable soluble BODg in the effluent, but as a general  rule
should probably be kept below 0.5 Ib BOD5/lb MLVSS-day.
     The limitations in the sludge return system and levels of
MLVSS that can be maintained in the aeration basin will  generally
dictate the average organic loading level  to be used.
     If the organic loading level is maintained in the range
discussed above, the sludge should not become highly dispersed,
but remain flocculent and the possibility of pH problems  occurring
will be minimized.  This is particularly true for ski  areas where low
temperatures  will  also hold down the percent nitrification.  It
should be noted, though, that if the raw waste has sufficient
      s
alkalinity, then in most instances, it would be better to encourage
nitrification.

-------
66
     It is recognized that much of the material  presented in
this report lacks sufficient verification on which to base actual
design recommendations; and consequently, much of the material
is presented as information only.   In the final  report from the
Recreation Project, results will  be presented on controlled
pilot plant studies that have been designed to answer many of
the questions that will arise.   In addition, a recommended
design approach will  be given that incorporates  much of the
information presented in this report.

-------
                        BIBLIOGRAPHY
 1.   Clark,  B.  D.   Basic  Waste Characteristics  at  Winter  Recreation
          Areas.  Progress Report,  Pacific  Northwest  Water Laboratory,
          Corvallis,  Oregon,  August  1968.

 2.   Standard Methods for the Examination  of  Water and Wastewater,
          12th Edition, American  Public  Health  Association,  New
          York, 1965.

 3.   Eckenfelder,  W.  W.,  Jr.   New  Design Advances  in Biological
          Treatment of Industrial  Wastes,  Seventeenth Annual
          Meeting  of  Oklahoma Industrial Waste  and Pollution
          Control  Conference, November  1966.

 4.   Macini,  J. and E.  C.  Barnhart.   Design of  Aerated Lagoons,
          Advances in Water Quality  Improvement, University  of
          Texas Press,  1966.

 5.   Streeter,  H.  W.  and  E. B.  Phelps.   "A Study of  the Pollution
          and Natural Purification of the  Ohio  River," U.  S.  Public
          Health  Service  Bulletin  No. 196, 1925.,

 6.   Pohl, E. F.   "The Effect of  Low Temperatures  on Aerobic Waste
          Treatment Processes," Unpublished M.S. Thesis,  University
          of  Washington,  1967.

 7.   Jenkins, P.  and  W. E.  Garrison.  "Control  of  Activated  Sludge
          by  Mean  Cell  Resistance  Time," Journal Water Pollution
          Control  Federation. Vol. 40, No. 11,  Part  1, November 1968.

 8.   Eckhoff, D.  W. and D.  Jenkins.   Transient  Loading Effect in
          The Activated Sludge Process,  Proceedings  - Third
          International Conference of Water Pollution, Research,
          Munich,  WRCF, 1967.

 9.   Jenkins, D.  and  A. B.  Menon.  The Fate of  Phosphorus in
          Sewage  Treatment Processes, Part I  -  Primary Sedimentation
          and Activated Sludge. SERL, University of  California,
          Berkeley, California, 1967.

10.   Eckenfelder,  W.  E. and D.  J.  O'Connor.   Biological Waste
          Treatment,  Pergamon Press, London,  1961.

-------
 68

11.  Eckenfelder,  W.  E.   "Comparative  Biological Waste Treatment
          Design," Journal  Sanitary  Engineering  Division, ASCE,
          Vol.  93, No.  SA6,  December 1967.

12.  McKinney,  R.  E.   Microbiology for Sanitary  Engineers,'McGraw-
          Hill  Company,  Inc.,  1962.

13.  Keefer,  C.  E. and J. Meisel,  "Sewage and Industrial Wastes."
          27, 3, 982, 1951.

14.  Brower,  6.  and L.  Gaddis.   "Filamentous Waste Treatment
          Systems  at Low pH,"   Journal  Water Pollution Control
          Federation, Vol.  41,  2, R61,  February  1969.

15.  Monod, J.   "Reserches  Sur  la Croissance des Cutures Bacterounes."
          Herman et Cie, Paris, 1942.

16.  Smith, H.  S.   "Homogeneous Activated Sludge/2,"  Water and
          Wastes Engineering.   July  1967.

17.  "Package Sewage Treatment  Plants  Criteria Development,
          Part I,  Extended  aeration."   National  Sanitation
          Foundation, Ann Arbor, Michigan, September  1966.

18.  McCarty, P. L. and D.  F.  Broderson.  "Theory of  Extended
          Aeration Activated Sludge,"  Journal Water Pollution
          Control  Federation,  Vol. 34,  No. 11, November 1962.

19.  Downing, A. L.  Population Dynamics in Biological Systems,
          Third International  Conference on Water Pollution
          Research, Munich.  1966.

20.  "A Study of Small,  Complete Mixing, Extended Aeration, Activated
          Sludge Plants in  Massachusetts,"  New  England Interstate
          Water Pollution Control Commission, December 1961.

21.  Eckenfelder,  W.  E., Notes  on an informal lecture given by
          Eckenfelder, Corvallis, Oregon.  Sponsored  by CH?M.
          January 20, 1968.

-------
APPENDIX

-------
TABLE 3.    TIMBE3LINE LODGE RAW SEWAGE
Analysis
Mg/1
BODt
BODC
CODt
C'ODg.
TS
TVS
SS
TVSS
Lab pH
Alk
Field pH
TP04
OP04
NH
3
N03
N02 .
KM
Cl
TH
CaH
1/21
485
245
899
540
853
586
420
390
8
294
7.3
12.6
6.8
-
-
-
89,2
-
26
22
1/22
540
340
9F
-
-
-
-
-
7.2
360
6.7
14.5
7.4.
-
-.
-
112.7
-
36
30
1/23
620
2:i5
994
-
620
474
480
400
6.5
112
6.0
12 A
6.7
-
0.12
0.06
49.3
-
36
31
1/24
460
225
868
377
570
414
380
300
6.5
96
6.0
9.8
4.7
-
0.2
0.08
44.6
-
27
22
1/25 1/26
330 450
215
827 869
459 320
1000
730
600
540
6.7
131
6.2
16.5
6.9
22.7
0.27 0.08
0.21 0.08
57.6 49.3
_
24
23
1/27
430
265
536
296
-
-
-
-
7.7
349
7.1
14.1
6.6
5.9
0.49
0.11
105.3
_
29
19
1/29
388
205
659
-
-
-
-
-
7.8
384
7.2
12.5
7.6
102
0.07
0.03
203.0
_
35
26
5/10
145
-
286
-
350
196
92
80
6.4
122
5.6
9.5
4.4
8.0
0.08
0.05
44.0
23
21
20
5/11
19P
-
533
-
432
180
156
130
-
130
5.5
14.9
7.7
16.9
0.59
0.08
56.0
13
40
37
5/12
280
-
710
-
570
448
244
212
6.0
115
5.7
9.7-
3.6
15.9
0.12
'0.08
32.4
14
' 23 ..
1
5/13
345
-
790
-
860
384
192
172
6.2
165
5.8
. . _ . .
-
•-
-
•'• T
-
.. 140
' 29 . -
25
Ave.
395
250
749
398
657
426
321
278
6.8
205
6,2
12.7
6.2
28.5
,. ...22
,09
76.6
48
.30
23

-------
                               TABLE 9.     TIMBERLINE  LODGE RAM SEWAGE (Continued)
Analysis    1/21    1/22    1/23    1/24    1/25     1/26    1/27    1/29    5/10    5/11    5/12    5/13    Ave.
  Mg/1	

Hours in
  Composite   24      24      24      12      12       24      24       7      24    C/lL/   C/T     C/T       19

  Flow     12,400  10,400  6,000   4,800   9,800    5,200   9,200   12,000  3,800   5,700   15,800  5,200   8,358
!L/ C/T = Composited with time

-------
        TABLE 10



TIMBERLINE LODGE AERATION
Date
1/20
1/21
1/22
1/23
1/24
1/25
1/26
1/27
1/28
1/29
3/22
3/23
3/24
3/25
3/26
5/10
5/11
5/12
5/13
SS mg/1
1375
2300
1720
1280
1740
2330
2620
2320
2300
2760
1888
-
2480
1620
1292
2300
2250
1900
1650
Analysis
TVSS mg/1
1250
2030
1520
1080
1520
2030
2280
2040
2000
2440
1641
-
2156
1416
984
2100
2100
1780
1480
Lab Field
pH pH
-
-
-
-
-
-
-
-
-
-
6.7 4.2
6.3
6.8 5.8
7.1 5.1
6.6 5.1
5.2 4.0
4.2
5.6 4.6
6.3 4.6
ALK mg/1
32
73
65
26
32
2
58
126
150
112
200
-
90
73
56
93
86
79
60

-------
                                                         TABLE 11

                                                TIMBERLINE LODGE CLARIFIED
Analysis
Mg/1
BODt
BODC
COD
CODC
TS
TVS
SS
TVSS
PH
Alk
TP04
OP04
NH3
N03
N02
KN
TH
CaH
1/20 1/21
220
-
538 576
51a/
791
534
440
400
6.8
47
13.92
7.40
-
24.28 22.82
.84 .17
44.6 45.5
27
22
1/22
35
18
586
66b/
-
-
-
-
6.6
44
9.07
7.53
7.56
32.28
.25
56.4
26
22
1/23
43
16.5
106
63
-
-
-
-
4.5
-
9.69
7.31
12.80
31.50
1.14
14.0
39
29
1/24
34
12
90
64a/
416
238
32
20
4.2
-
9.80
6.48
9.70
30.80
<.01
10.2
49
32
1/25
45
6
287

404
194
-
-
3.9
-
9.69
6.89
5.60
30.30
<.01
24.3
42
26
1/26
15
4
67
51 a/
380
174
24
12
4.1
-
10.78
6.68
6.30
33.20
<.01
8.8
40
32
1/27
25
9
90
58a/
382
194
32
24
4.1
-
9.69
5.89
6.60
27.40
<.01
3.1
54
28
1/28
51
9
148
87a/
410
218
64
48
6.8
56
9.80
6.84
19.80
21.40
<.01
27.1
22
21
1/29
79
9
182
98a/
370
174
140
64
7.2
97
9.30
6.84
31.50
20.80
.49
34.7
22
18
3/22
90
8
370
102
-
- -
120
107
7.0
54
10.60
8.10
7.40
15.70
1.67
21.3
-
-
3/23
83
11
257

-
-
13
20
-
-
9.00
8.20
6.70
1.40
.75
21.7
-
-
3/24
138
11
305

-
-
172
156
4.9
3
11.20
8.00
15.70
5.97
1.05
29.6
-
-
3/25
80
9
210

-
-
56
60
5.7
6
10.10
7.00
15.50
4.47
4.69
27.9
-
-
3/26
73
8
288

-
-
48
36
6.9
27
11.10
6.40
9.80
6.79
8.67
24.0
-
-
5/10
44
8.5
128
71
-
-
76
64
4.8
17
9.40
6.90
<.10
1.13
.08
10.5
-
-
5/11 5/12 5/13
32 78 34
679
193 260 105
78 67 80
_
_
168c/ 281 c/ 44
151 a/ 253a/ 36
5.4 5.3
11 - 11
11.70 9.70 -
5.70 8.00 -
4.50 4.30 -
13.30 10.90 -
.40 4.87 -
16.1 20.1 -
- - -
_
  - Estimated on basis of 1.31 mg COD/mg VSS
«, - Estimated on basis of BOD^ = 0.42 COD-10 (mg/1)
c/- Estimated on basis of 0.90 VSS/SS

-------
TKN as N
                                                         TABLE  12
                                                 CRYSTAL MOUNTAIN RAW SEWAGE

•I—
(/)
^

^
co
200
380
420
290
136
120
7.2
167
4.5
3.1
8.9
0.1
0.11
o
^
CO
330
710
1000
800
540
490
7.5
248
14.1
5.8
13.7
0.07
0.12
co
150
290
340
172
192
180
8.1
270
6.6
4.3
14.1
0.11
0.04
VO
CM
•*
183
310
504
364
168
164
6.7
167
5.1
3.5
8.2
0.2
0.06
r>.
CM
^
^1-
198
337
528
328
296
260
7
208
9.5
6.5
14.6
0.32
0.1
00
CM
•*
450
680
848
624
340
340
7.8
347
13.5
8.8
15.5
0.3
0.13
o>
CM
«*
740
1270
1160
896
780
780
7.7
283
17.3
11.6
23.4
0.07
0.21
112
103   60.0
72
                                                      83
94  114.4    40.5   54.1    70.3   51.3
                                                                                                      42
                                                                                         59   126   118

-------
                                                             TABLE  12


                                                    CRYSTAL MOUNTAIN  RAW SEWAGE (Continued)
                                          (All  values in mg/1 except  pH,  Color, and Flow)
  (/>
  •r-           Or—      CM      co     «*      vo      r-.     co     CT>                     o     •—      vo      r«~       oo   o>
  (/>         "  i—     r—      i—      i—     i—      i—      i—     i—     i—       CO      CT>      i—     i—      CM      CM       CM   CM
  >>           >•»     ^  .    >•»      '—.     ^      ^      ^     ^     '—.       ^.^"^^^      —      -^^.-^
  •—           CVJCM      cvjev4<\jcMcsjcv»
-------
                                   TABLE 13
                           CRYSTAL MOUNTAIN AERATION
Date

2/10
2/11
2/12
2/13
2/14
2/15
2/16
2/17
2/18
2/19
3/8
3/9
3/10
3/11
3/12
4/26
4/27
4/28
4/29
BODt
1295
1520
1700
1625
1625
1600
-
1750
2275
2175
-
1650
700
6800
1038
1925
1118
863
938
(All values in mg/1 except pH,
BOD,, COD. COD,. SS TVSS
c t c
40
24
26
13
53
64
-
27
29
14
90
45
48
75
63
62
14
28
27
2904
3455
4355
4046
4498
3951
4689
4427
4345
4609
4900
4540
1270
4600
3900
7460
6440
3420
4480
195
153
188
190
207
202
309
357
198
178
-
-
-
-
-
320
264
180
180
2460
3640
3750
3830
3780
4250
3350
2750
4230
3950
3640
2400
3450
4080
3370
5680
4670
2920
3800
2120
3060
3280
3330
3300
3700
2900
2650
3750
3450
3170
2130
3060
3590
2970
5180
43501/
2700
3560
and temperature,
pH ALK NH3
7.0
7.3
7.2
6.8
-
-
7.2
6.9
7.0
6.9
6.5
6.8
7.0
7.1
6.5
6.5
6.4
7.0
6.9
-
262
276
154
68
50
186
173
225
130
129
134
176
155
71
-
178
160
144
43.5
51.6
.50.9
33.7
31.3
-
24.6
31.2
42.3
19.7
13.4
19.3
25.4
25.6
21.4
25.5
25.8
29.4
24.4
°C)
N03
10.00
.05
7.87
9.00
9.79
-
10.40
8.97
4.83
3.25
12.50
8.90
1.05
1.51
1.98
47.70
46.60
41.40
44.70
N02 KN
12.60 -
.18 285
18.70 309
30.60 284
27.90 261
-
25.30 247
22.20 202
21.10 243
22.20 -
8.24 117
11.70 114
1.64 220
1.94 249
1.20 65.4
.01 259
<.01 260
.02 162
.01 224
TEMP
6
4.5
5
3
2
1
1
5
5
6
6
6
6
6
6
3.5
5.5
5
6
a/=  Estimated from COD data on basis of 1.42 mg COD/mg VSS

-------
        TABLE 14
CRYSTAL MOUNTAIN EFFLUENT
Analysis
BODt
BODC
CODt
CODC
TS
TVS
SS
VSS
pH
Alk
Turb
Color
TPO,
0
CM
60
24
185
90
388
196
108
68
5.6
-
35
-
8.85
r—
•^
CM
66
32
153
97
324
172
92
64
7.6
130
-
75
8.40
All values in mg/1
CM co «3-
^ ^ ^
CM CM CM
47
18
129
83
332
176
24
24
7.8
176
50
75
8.20
150
12
243
88
448
228
112
104
7.4
109
33
75
8.70
330
9
876
159
900 1
620
660
570
-
69
-
-
22.10
except pH, turb(Jackson turbidity units) and color (Cobalt units)
in 10 !••» CO » >». ^»
CMCMCM CM CM CO CO CO CO CO «3"
318
24
976
133
130
820
700
610
-
22
-
-
18.30
78a/ 38
17a/ 17
171 200
90
476 450
250 280
144 52
120 48
6.5 6.0
31 20
41 38
80 60
9.40 10.40
56
17
271
86
580
388
100
100
7.0
123
25
80
10.30
205
16
328
89
368
184
232
204
7.3
156
20
40
10.20
65
18
150
53d/
284
152
74
36
6.1
13
27
40
5.60
64
18b/
163
53d_/
284
145
84
44
6.2
17
30
40
6.30
97
45
400
136d/
240
132
202
36
6.7
49
28
100
7.20
62
26
154
72d/
275
120
63
32c
6.9
72
27
75
9.10
62
26
160
72d/
530
370
67
48
6.3
23
32
120
7.10 1
53
17
289
51d/
472
264
182
56
5.9
14
35
75
0.30
r-
CM
*t
59
-
171
51
516
316
88
40
5.0
1
38
100
9.60
00
CM
<•
46
17
169
51 d/
460
256
90
48
5.3
3
36
100
9.90 1

-------
                                                            TABLE 14

	CRYSTAL MOUNTAIN EFFLUENT  (CONT'D)	
—~             :      All values In mg/1 except pH, turb(Jackson turbidity units; and color  (cobalt units;     ;   ~~

   £       2^~£^££---coo^2:=2cS£i§3a
  IQ       pj{\|CMCMCMCMCMCMCMCMfOC')rOCOCO^'«d'<3'^-
   c
  <	


 OP04     5.94  5.90  5.90  6.00    6.80  9.80   9.00  9.00   8.20   7.30   4.10   4.80  5.50   7.30  5.50  9.10  9.10  9.00   -

  NH3    16.2  44.7  56.3  46.3   23.3    -    16.1   17.0   28.9   38.0   10.7   11.6   22.4   29.5   24.6  26.6  24.5  24.5  28.5

  N03    14.80  9.65  6.85  6.99  -36.20   -    37.0036.4023.00   3.73   7.00   5.70   .53    .49   .6845.6046.3044.9041.30

  N02    15.60 13.80 13.80 20.30    1.30   -     1.25  1.33   1.53  12.20  15.90  17.20  1.99   2.43  2.81   .03   .01   .04  4.15

  KN       -   69,0  64.0  59.6   93.0    -    34.8   32.0   61.0   58.4   18.1   20.4   50.1   33.1   39.7  39.0  29.8  28.2  41.0

  Cl     54    62    60    69     58     69     61     63     68     62     46     48    47    65    87    48    46    45    50



  a/= estimated value oft basis of VSS and COD-p
  B/= estimated value oh basis of comparison with data  for 3/8
  c/= estimated value on basis of average SS/VSS for 3/8,  9,  10,  12
  d/= estimated value on basis of BOD5 = 0.42  COD-10

-------
                                       TABLE  15   TIMBERLINE LODGE TREATMENT PLANT
                                                   FIELD DATA SHEET
Influent
Date
3/22/68
3/23/68
3/24/68
3/25/68
3/26/68
5/10/68
5/11/68
5/12/68
5/13/68
Temp.
°C
24.0
19.5
17.5
17.5
18.0
14.0
13.0
12.0
12.0
pH
7.3
6.8
6.9
6.8
6.9
5.6
5.5
5.7
5.8
Time
1130
1115
1135
1125
1130
0900
1030
0930
0930
Temp.
°C
14.2
13.5
14.5
13.5
12.5
10.5
10.0
10.0
10.0
Aeration
PH
4, 3
6.3
6.0
5.1
5.1
4.0
4.2
4.6
4.6
% Solids
16
0
17
15
11
70
75
72
63
D.O.a/
27.5
12.5
6.0
33.5
55
73
67
63
72
Time
1050
1120
1140
1140
1140
1000
0830
0815
1000
Temp.
°C
14.5
14.0
14.0
14.0
12.5
10.0
10.0
8.0
8.0
CLA
pH
5.2
6.1
6.4
6.5
5.4
5.3
6.0
6.0
6.0
EFF
Time
1140
1140
1150
1145
1145
1115
1200
1100
1105
Air Totalizer
Temp. RD6
°C gal
52050
52330
52924
53282
53478
9.0 71270
12.0 71550
4.5 72340
8.0 72600
i/  % Saturation

-------
TABLE 16.    CRYSTAL  MOUNTAIN
       FIELD  DATA SHEET
Influent
Date
2/08/68
2/09/68
2/10/68
2/11/68
2/12/68
, 2/13/68
2/14/68
2/15/68
2/16/68
2/17/68
2/18/68
2/19/68
3/08/68
3/09/68
3/10/68
Temp. °C
-
-
-
6.5
6.0
8.0
5.0
4.0
6.0
6.0
6.0
6.5
4.0
5.0
6.0
PH
-
-
-
6.3
6.1
6.6
6.7
-
6.5
6.7
6.2
6.4
6.9
6.7
6.7
Aeration
Temp. °C
-
-
6.0
4.5
5.0
3.0
2.0
1.0
1.0
5.0
5.0
6.0
6.0
6.0
6.0
PH
-
-
7.3
6.9
6.5
6.2
6.3
-
6.2
6.8
6.4
7.4
6.7
6.6
6.4
% Solids
-
-
31
42
75
45
43
47
45
49
75
74
80
75
80
D.O.
-
-
32
31
34
55
48
-
40
46
31
33
29
21
10
Final
Temp. °C
-
-
6.0
6.0
5.5
6.0
6.0
5.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0

pH
-
-
7.1
6.7
6.8
6.3
6.5
-
6.4
6.6
6.9
7.2
5.5
6.5
6.6
Ai r
Temp. °C
-
-
7.0
0.0
1.0
-4.0
0.0
-7.0
-4.0
0.0
2.0
6.0
-4.0
-1.0
-1.0

-------
TABLE 16.   CRYSTAL  MOUNTAIN
      FIELD DATA SHEET  (CONT.)
Influent
Date
3/11/68
3/12/68
4/26/68
4/27/68
4/28/68
4/29/68
Temp. °C
6.0
6.0
6.0
6.0
6.0
7.0
PH
6.8
6.7
7.0
6.6
6.7
6.9
Aeration
Temp. °C
6.0
6.0
3.5
5.5
5.0
6.0
PH
6.5
6.6
6.9
6.0
6.0
6.0
% Solids
94
83
92
93
90
91
D.O.
14
23
64
29
30
59
Final
Temp. °C
6.0
6.0
4.0
5.5
6.0
6.0

PH
7.2
6.9
7.2
6.2
6.4
6.4
Air
Temp. °C
+1.0
+1.0
1.0
9.0
15.0
14.0

-------
                         TABLE 17.  BULLARDS  BEACH  RAW SEWAGE
                           (All values  in mg/1  except  for  pH)
Analysis-
Temp. °C
Flow, gpd
TS
TVS
SS
COD
BOD5
TOC
NH3
N02
N03
TKN
TP04
OPO
4
Alk
PH
TH
Fe
6/14/68
15.0
6957
300
--
24
147
50
32
30.1
.017
<.001
36.4
4.13
1.43
158
6.7
105
11300
6/15
15.0
7646
536
--
100
225a/
lOOb
48
37.7
.023
<.001
47
5.30
0.88
--
--
85
--
6/1 6 : 6/17
15.0 15.0
7816 8210
392
__
64
140
54a_/
36
37
.019
<.001
43
4.60
1.47
176
7.2
77
9.440
6/18
15.0
8065
370
--
100
193
82
40
42.2
.023
<.001
51
5.10
2.18
202
7.1
66
11.600
6/19
15.0
8262
396
--
100
220a_/
97
45
48.5
.027
<.001
58
7.10
3.20
233
7.2
69
8.720
6/20
15.0
8268
410
--
60
182
90
45
38.5
.009
..003
42.5
5.0
2.76
205
7.3
63
7.260
Ave.
15.0
7889
400.7
--
75
185
79
41
39
0.02
0.0013
46.32
5.2
195
7.1
77.5
9.664
a_/= Based on relationship, BOD5 = 0.525 COD-20

-------
                       TABLE 18.   SUNSET BAY RAW SEWAGE
                      (All  values  in mg/1 except for pH)
Analysis
Temp. °C
Flow, gpd
TS
TVS
SS
COD
BOD5
TOC
NH3
N02
N03
TKN
TP04
OP04
Alk
PH
TH
Fe
6/14/68
17.0
12737
440
276
44
196
97
40
67.4
.021
.014
80
8.90
6.20
287
7.2
78
1740
6/15
16.0
14250
400
216
156
188
77
44
59.4
.016
.013
67
7.50
5.90
260
7.3
7.6
1090
6/16 6/17
16.0 16.0
12073 14573
416
156
40
171
78
42a/
59.5
.007
.009
79
8.40
6.00
262
7.4
90
1310
6/18
14.0
10826
450
196
48
175
75
43
68.3
.021
.004
72.9
--
—
286
7.4
77
1160
6/19
15.0
13166
388
216
28
208
82
47
68.5
.017
.004
72
--
—
297
7.3
63
1230
6/20
16.0
12546
480
276
36
189
81
45
71.7
.009
.026
71.5
--
—
303
7.4
70
1090
Ave.
15.7
12881.6
429
223
59
188
82
47
65.8
0.015
0.012
73.73
--
—
282.5
7.333
75.67
1270
Based on relationship of BODs = 3.28TOC-59

-------
                           TABLE  19.    BULLARDS BEACH AERATION
Analysis
TVS mg/1
SS mg/1
Alk mg/1
pH
6/14/68
--
1280
19
5.85
6/15
--
900
19
5.7
6/16
--
920
37
6.2
6/17
--
1080
19
5.8
. 6/18
--
1200
25
5.9
6/19
--
neoi/
90
6.8
6/20
--
1120
93
6.6
Ave.
--
997.1
43.14
6.121
a/ = Estimated value

Analysis
TVS mg/1
SS mg/1
Alk mg/1
PH

6/14/68
700
780
52
6.4
TABLE
6/15
640
7601/
39
6.2
20.
6/16
660
740
69
6.7
SUNSET BAY
6/17
504
780
32
6.3
AERATION
6/18
800
860
58
6.6

6/19
960
760
82
6.7

6/20
1060
900
49
6.6

Ave.
760.6
717.1
54.43
6.5
a/= Estimated value

-------
                      TABLE 21.  BULLARDS BEACH CLARIFIER  EFFLUENT
Analysis
TVS
SS
COD
CODC
BOD
BODC
TOC
NH3
N02
N03
TKN
TPO>,
4
OPO,
4
• Alk
pH
Fe
6/14/68

28b
53
2i§y
33
8
17
11.2
.52
19.9
11.8
1.79

1.12

2
5.1
5.480
6/15

15b
37
20a/
18a/
7
16
13
1.18
20.1
14.6
2.57

1.26

8
5.9
5.810
6/16

28
62
29
36a/
13
20
14
1.16
20
21.2
3.70

1.59

4
5.5
6.170
6/17

20b_/
45a/
22
24
7
18
12.6
.84
21.4
16.9
2.15

1.43

2
5.4
2.542
6/18

48
66a_/
18a/
38
6
18
12
1.05
20.6
14.9
2.00

1.71

1
4.9
5.080
6/19

24b/
60
33
34
16a_/
18
13.4
1.13
21.5
13.5
2.29

1.90

3
5.2
4.360
6/20

10k/
45
33
24
16a/
18
13
1.14
24.8
11.2
3.40

2.40

3
5.7
2.180
Ave.

25
52.6
25.2
31
11.8
17.86
12.74
1.003
21.19
14.87
2.60

1.60

3.286
5.386
4.517
a/= Estimated from relationship BOD5 =0.67  COD-6.5
b/= Estimated from 1.15 mg COD/mgSS

-------
                        TABLE 21.  SUNSET BAY CLARIFIER EFFLUENT(CONT.)
ANALYSIS
TVS
SS
COD
CODC
BOD
BODC
TOC
NH3
N02
N03
TKN
TP04
4
Alk
pH
Fe
6/14/68
168
9b/
26a/
16
11
4.5a/
12
24.7
.092
35.9
19.2


	
3
5.4
0.022
6/15
284
49b
76a/
20
45
7
13
24.4
.063
36.5
31.9


	
1
4.7
0.981
6/16
196
40b/
66
20
38
7
17
24.8
.06
36.4
25.5


	
1
4.7
0.581
6/17
256
3
24
22
10a/
8.5a/
19
30.1
.32
34.9
29.8


	
14
6.4
0.581
6/18
264
8b/
29
20
—
7
19
29
.065
40.2
20.1


	
1
5.3
0.291
6/19
264
24b/
44
16
23. 5a/
4.5
17
30
.12
40.1
22.1


	
5
5.8
0.254
6/20
740
4
24
19
10a/
6.5
16
29.2
.11
43.8
	


	
2
5.1
0.254
Ave.
310.3
20
25.29
19
21.6
6.4
16.14
27.46
.1186
38.26
24.77


	
3.857
5.343
0.441
ay= Estimated from relationship BODg = 0.67-COD-6.5
b/= Estimated from 1.15 mg COD/mgSS

-------
TABLE 22.  SUNSET  BAY



 Field  Data Sheet
Influent
Date
June 14
June 15
June 16
June 17
June 18
June 19
June 20
Temp.
17°C
16°C
16°C
16°C
14°C
15°C
16°C
pH
6.7
6.9
6.4
6.6
6.8
6.8
6.6
Time
1300
1330
1400
1430
1330
1330
1335
Temp.
13°C
13°C
14°C
13°C
13°C
14°C
14°C
Aeration
pH
5.2
5.5
5.1
5.3
5.4
5.3
5.1
%Solids
4
3
3
3
5
3
3
D.O.
4.8
4.2
4.5
4.7
4.0
4.4
4.7
Temp.
13°C
13°C
13°C
13°C
13°C
14°C
14°C
Effluent
pH
5.8
5.9
5.7
5.8
6.0
5.9
5.8
Totalizer
gallons
3730777
3745027
3757100
3771673
3782499
3795665
3808211
Air
Temp.
18°C
21 °C
13°C
14°C
12°C
14°C
14°C

-------
TABLE 23.  BULLARDS BEACH
   FIELD DATA SHEET
Influent
Date
6/14/68
6/15/68
6/16/68
6/17/68
6/18/68
6/19/68
6/20/68
Temp °C
15°
15°
15°
15°
15°
15°
15°
pH
7.8
7.4
7.2
7.6
7.7
7.5
7.7
Time
0900
0910
0930
0920
0906
0900
0905
Aeration
pH
5.4
5.6
5.3
5.5
5.6
5.6
'5.5
%Solids
7
5
3
8
5
10
9
D.O.
3.7
3.3
3.0
3.6
3.5
3.6
3.6
Effluent
Temp. °C
16°
17°
16°
16°
14°
15°
16°
PH
5.9
6.1
5.8
5.7
5.9
5.8
5.8
Cl Resid.
ing/1
.20
.22
.21
.24
.21
.22
.22
Air
Temp. °C
15°
15°
15°
15°
14°
16°
13°

-------
TABLE 24. AVERAGE COD ORGANIC LOADING AND EFFICIENCY
Area
Timber! ine Lodge

Crystal Mountain


Bui lards Beach
Sunset Bay
Date
1/21-29
5/10-13
2/11-19
3/08/12
4/26-29
6/14-20
6/14-20
Average
COD Loading
IbCOD/lbMLVSS-day
(Adjusted to 20°C)
0.084
0.051
0.125
0.138
0.049
0.126
0.245
Average COD
Removal Efficiency
Total
72.5
70.4
77.3
56.2
70.0
76.0
78.2
Centrifuged
92.1
87.3
90.6
83.6
92.0
89.0
90.0

-------