EPA-600/2-76-022
March 1976
Environmental Protection Technology Series
APOLLO COUNTY PARK
WASTEWATER RECLAMATION PROJECT
Antelope Valley, California
Municipal Environmental Research laboratory
Office of Research and Development
U.S. Environmental Protection Agency
Cincinnati. Ohio 45288
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RESEARCH REPORTING SERIES
Research reports of the Office of Research and Development, U.S. Environmental
Protection Agency, have been grouped into five series. These five broad
categories were established to facilitate further development and application of
environmental technology Elimination of traditional grouping was consciously
planned to foster technology transfer and a maximum interface in related fields.
The five series are:
1 Environmental Health Effects Research
2 Environmental Protection Technology
3. Ecological Research
4. Environmental Monitoring
5. Socioeconomic Environmental Studies
This report has been assigned to the ENVIRONMENTAL PROTECTION
TECHNOLOGY series. This series describes research performed to develop and
demonstrate instrumentation, equipment, and methodology to repair or prevent
environmental degradation from point and non-point sources of pollution. This
work provides the new or improved technology required for the control and
treatment of pollution sources to meet environmental quality standards.
This document is available to the public through the National Technical Informa-
tion Service, Springfield. Virginia 22161
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EPA-600/2-76-022
March 1976
APOLLO COUNTY PARK
WASTEWATER RECLAMATION PROJECT
Antelope Valley, California
by
Harvey T. Brandt and Richard E. Kuhns
County Engineer Department
Los Angeles County, California 90012
Grant No. 17080 GCI
Grant No. WRD 97-01-68
Project Officers
John N. English
Wastewater Research Division
Municipal Environmental Research Laboratory
Cincinnati, Ohio 45268
John C. Merrell, Jr.
U. S. Environmental Protection Agency
Region IX
San Francisco, California 94111
MUNICIPAL ENVIRONMENTAL RE SEARCH LABORA TORY
OFFICE OF RESEARCH AND DEVELOPMENT
U. S. ENVIRONMENTAL PROTECTION AGENCY
CINCINNATI, OHIO 45268
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DISCLAIMER
This report has been reviewed by the Municipal Environmental
Research Laboratory, U.S. Environmental Protection Ageney, and
approved for publication. Approval does not signify that the
contents necessarily reflect the views and policies of the U.S.
Environmental Protection Agency, nor does mention of trade names
or commercial products constitute endorsement or recommendation
for use.
ii
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FOREWORD
Man and his environment must be protected from the adverse
effects of pesticides, radiation,
noise
and other forms of
pollution, and the unwise management of solid waste.
Efforts to
protect the environment require a focus that recognizes the
interplay between the components of our physical environment--
air, water, and land. The Municipal Environmental Research
Laboratory contributes to this multidisciplinary focus through
programs engaged in
studies on the effects of environmental
contaminants on the biosphere, and
o
o
a search for ways to prevent contamination
and to recycle valuable resources.
The study described here was undertaken to demonstrate the
reuse of municipal wastewater as a means of conserving valuable
water resources in a water-short semi-arid area by providing the
public with a much needed recreational aquatic park.
Louis W. Lefke
Acting Director
Municipal Environmental
Research Laboratory
iii
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ABSTRACT
This report presents the results o~ a ~ull scale demonstra-
tion project to con~irm previous pilot studies and research
done on the economics and ~easibility o~ reclaiming waste-
water ~or use at an aquatic park in a semi-arid area.
The demonstration project included: (1) The construction o~
a 1900 m3/day (0.5 mgd) tertiary wastewater treatment plant
and a 22.7 ha (56-acre) park with recreational support
~acilities; and (2) The evaluation o~ the treatment system
per~ormance and the characteristics o~ the lake waters as
they relate to chemical, physical and biological quality,
algal growth, plant growth, ~ish pathology, soil reclama-
tion and irrigation.
The completed recreational park, o~~icially named Apollo
County Park a~ter the Apollo 11 Capsule, attests to the
economic benefits and social acceptability o~ wastewater
renovation. The evaluation studies showed that tertiary
treated water is pathogenically sa~e, esthetically pleasing,
and suitable ~or fish life and aquatic sports, and accept-
able ~or irrigational use.
This report was submitted in ~ul~illment o~ Grants Nos.
17080 Gcr and WRD 97-01-68 by the County of Los Angeles,
Cali~ornia, under the sponsorship of the U.S. Environmental
Protection Agency. Work was completed in December 1973.
iv
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CONTENTS
Page
iv
xi
Abstract
List of Figures
List of Tables
Acknowledgements
xvi
xviii
Sections
I
II
III
IV
CONCLUSIONS
RECOMME:NDATIONS
INTRODUCTION
BACKGROUND
Need for Project
Pilot Plant Studies
Full Scale Facilities
Project Completion
OBJECTIVES
1
6
8
8
8
8
13
15
15
DESIGN AND CONSTRUCTION OF TERTIARY
TREATMENT PLANT AND RENOVATED WATER
CONVEYANCE SYSTEM
GENERAL INFORMATION
PRIMARY TREATMENT
SECONDARY TREATMENT
TERTIARY TREATMENT PROCESS DESCRIPTION
Flocculation
Sedimentation
18
18
20
22
23
25
30
31
34
36
43
43
44
Filtration
Chlorination
Controls
RENOVATED WATER CONVEYANCE STUDY
Pumping Station
Renovated Water Force Main
v
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Section
v
CONTENTS - Continued
DESIGN AND CONSTRUCTION OF PARK SITE
INTRODUCTION
SOIL RECLAMATION
Location
Structural Description
Leaching and Chemical Data
LAKES
Pap:e
46
46
49
49
49
51
52
52
54
58
58
60
60
61
62
62
64
66
66
69
69
69
71
71
71
72
74
77
77
79
General Design Features
Pumphouse and Controls
Lake Lining
Bank Protection
Lake Separations
Other Design Considerations
LANDSCAPING
Ground Cover
Shrubs and Trees
Irrigation
ON-SHORE RECREATIONAL FACILITIES
Apollo 11 Capsule Building
Picnicking Facilities
Camping Areas
Playgrounds
Amphitheater
WATER SPORTS--AQUATIC RECREATION
Raft
Boating
Fishing
MISCELLANEOUS CONSTRUCTION
Drinking Fountains
Sanitary Facilities
vi
-------
Section
VI
VII
CONTENTS - Continued
Fire Protection
Lighting
Roadways, Parking Lot and Walkways
DETAILED CONSTRUCTION AND
RESEARCH COST DATA
GENERAL
RENOVATED WATER CONVEYANCE SYSTEM
TERTIARY TREATMENT PLANT
APOLLO COUNTY PARK
RESEARCH COSTS
DEMONSTRATION AND EVALUATION OF
TERTIARY TREATMENT PLANT
INTRODUCTION
OPTIl"IUM PERFORMANCE STlm IES
Pa~e
79
80
80
81
81
83
83
83
85
Study Objectives
Data Collection
Influent Characteristics
Effluent Characteristics
Process Optimization
Discussion of Data
Effluent Parameters
Conclusions
Recommendations
ALUM SLUDGE STUDY
86
86
86
87
88
89
99
100
105
108
108
109
110
110
110
112
113
116
Purpose
Tertiary Treatment
Digester Operation
Digester Performance
Phosphate Mass Balance
vii
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Section
VIII
CONTENTS - Continued
Page
Sludge Characteristics
Conclusions
Recommendations
119
120
120
121
121
121
122
122
OPERATIONAL PROBLEMS
Prechlorination
Pipe Gallery Freezing
Sedimentation Tank Problems
Duck Problems
ECONOMICS OF OPERATION
CONCLUSIONS
DEMONSTRATION AND EVALUATION. OF
LAKES AND P.ARK SITE
INTRODUCTION
MONITORING PROGRAM
123
126
Purpose
Bacteria and Virus Tests
Chemical Tests
Algae Tests
Entomological
Fish Studies
Flow Records
127
127
127
127
128
128
129
129
129
130
130
130
133
134
135
135
136
and Ecological Survey
HEALTH REQUIREMENTS
Bacteria Studies
Virus Studies
Conclusions
PERFORMANCE AS A FISH ENVIRONMENT
Introduction
Discussion of Fish Environment
viii
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CONTENTS - Continued
Mercury Analysis of Fish
Interim Fishing Program
ALG.AL GROWTH
Introduction
Field Data Studies
Algae Types
Aquatic Plants
Environmental Effects on
Phytoplankton
Nutrients and Phytoplankton
Dissolved Oxygen
LABORATORY .ALGAE NUTRIENT STUDIES
Page
140
151
153
153
154
155
159
Section
Introduction
Algal Bioassay Investigations
Results of Preliminary Spiking
Experiments
Results of Main Spiking Experiments
Continuous Culture Investigations
Results
Evaluation
162
165
174
177
177
178
Conclusions on Algal Growth
CHEMIC.AL WATER QU.ALITY FACTORS
Water Budget
Total Dissolved Solids
Alkalinity, pH and Carbon Dioxide
Other Chemical Constituents
Suitability for Irrigation
INSECTS AND WILD LIFE
LAKE APPEARANCE
Algae and Aquatic Plant Growths
Turbidity
187
190
195
199
203
205
207
207
209
210
212
212
220
223
223
223
ix
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CONTENTS - Continued
Section Page
CONCLUSIONS 224
IX ACCEPTANCE AND USE OF LAKES AND PARK 226
INTRODUCTION 226
PUBLIC ACCEPTANCE 226
Local Group Support 227
News Media 228
Radio and Television 228
Information Requests 228
PARK OPENING 228
FUTURE PROSPECTS 231
X REFERENCES 232
XI GLOSSARY OF ABBREVIATIONS AND SYMBOLS 237
XII APPENDIX A 240
OPERATION MANUAL FOR THE ANTELOPE VALLEY
TERTIARY TREATMENT PLANT
TECHNICAL REPORT DATA - EPA FORM 2220-1 321
x
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No.
1.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
FIGURES
2.
Water Renovation Plant, Los Angeles
County Sanitation District No. 14
Apollo County Park, Utilizing
Renovated Wastewater
Location Map, Antelope Valley Waste-
water Reclamation Project
Static Ground Water Level and Yearly
Rainfall in Antelope Valley Area
Wastewater Availability Projection from
County Sanitation District No. 14
Water Renovation Plant
Antelope Valley Wastewater Reclamation
Project Construction Contracts
Diagramatic Layout of Treatment Facilities
TTP Photographs
Tertiary Treatment Process Flow Diagram
Tertiary Treatment Plant (TTP) Layout
TTP Hydraulic Profile and
Schematic Flow Diagram
TTP Flocculation Chamber DesigD
TTP Sedimentation Tank Design
TTP Dual Media Filter Design
Development Plan-Apollo County Park
Lake Name Plaques
Soil Reclamation Process at Park Site
Soil Test Locations at Park Site
Apollo County Park Diagramatic Layout
of Pump and Valve Controls
Typical Lake Embankment and
Slope Protection
Typical Method of Planting Trees
3.
4.
5.
6.
xi
Section
I
I
I
III
III
III
IV
IV
IV
IV
IV
IV
IV
IV
V
V
V
V
V
V
V
Pap;e
2
3
4
9
10
16
19
21
26
27
28
29
32
35
47
48
50
53
55
59
65
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No.
22.
23.
24.
25.
26.
27.
28.
29.
30.
31.
32.
33.
34.
35.
36.
37-
38.
40.
41.
42.
FIGURES - Continued
39.
Park Facilities - Photographs
Park Facilities - Photographs
Apollo Capsule Command Module
and Building at Park Site
Ferry Raft and Access Ramp at Park
Boat Dock Facilities at Park
Special Fish Habitat Facilities
Fishing Pier at Park
Typical Drinking Fountain at Park
TTP Suspended Solids and
Temperature Levels
Feed Pond Algae Counts
Average Monthly Phosphate Concentrations
TTP Influent and Effluent pH and
Alkalinity Levels
TTP Flows
TTP Alum Dose and Effluent Phosphate
vs. Flocculation pH
TTP Phosphate Reduction vs.
Flocculation pH
TTP Alum Cost vs. Flocculation pH
TTP Effluent Phosphate and Turbidity
vs. Alum Cost
Final Effluent Phosphate Levels vs.
Flocculation pH at Design Flow
Alum and Combined Sludge Characteristics
Combined Digester Gas Production
Digester Characteristics
xii
Section
V
V
V
V
V
V
V
V
VII
VII
VII
VII
VII
VII
VII
VII
VII
VII
VII
VII
VII
Para:e
67
68
70
72
73
75
78
79
90
90
96
98
98
102
103
103
104
104
111
114
115
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No.
43.
44.
45.
46.
47-
48.
49.
50.
51.
52.
53.
54.
55.
56.
57.
58.
59.
Treatment Process Phosphate Mass Balance
Monthly Phosphate Mass Flow
Operating Unit Cost vs. Average
Daily Discharge 1971-1972
TTP Coliform Bacteria Count
Rainbow Trout and Red-Eared Sunfish
Removed from Apollo Lakes, April 9, 1974 VIII
Channel Catfish and Largemouth Black Bass
Removed from Apollo Lakes, April 9, 1974 VIII
Predominant Growth Areas for Aquatic
Plants and Matted Filamentous Algae
Comparison of Algae Cell Counts
Between Individual Lakes
Comparison of Algae Cell Counts
at Various Water Depths
Filamentous Algae and Aquatic Plant
Growths
Comparison of Water Temperatures and
Algae Counts in Lakes
Comparison of Algae Counts, Suspended
Solids, and Turbidity
Comparison of Turbidity and Algae Counts
at 12 - 14 ft. Water Depth
1972 Hydrographs for Lakes
Comparison of Nitrate Levels, Individual
Lakes and TTP Effluent
Comparison of Total Dissolved Solids
in Lakes
FIGURES - Continued
Average Monthly Alkalinity Levels in
Lakes and TTP Effluent
xiii
Section
VII
VII
VII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
Pa~e
117
118
125
132
138
139
144
157
157
161
163
163
166
167
168
169
170
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No.
60.
61.
62.
63.
64.
65.
66.
67.
68.
69.
70.
71.
72.
73.
74.
75.
FIGURES - Continued
Comparison of Total Phosphates, Indi-
vidual Lakes and TTP Effluent
Comparison of Organic Nitrogen Levels,
Individual Lakes and TTP Effluent
Comparison of Nitrite Levels, Indivi-
dual Lakes and TTP Effluent
Comparison of Nutrient Consumption and
Algae Population in Lakes
Comparison of Average Monthly DO
Levels and Algae Counts in Lakes
Dissolved Oxygen and Algae Count
Levels--Lakes 1, 2, and 3
Photographs of Laboratory Equipment Used
in Algae Nutrient Studies
Graph of Cell Numbers vs. Residence Time
Water Budget Flow Diagram
Comparison of pH Levels, Individual
Lakes and TTP Effluent
Comparison of Surface and Bottom
Alkalinity in Lakes
Average Monthly Carbon Dioxide in Lakes
Average Monthly Total Hardness in Lakes
and TTP Effluent
Average Monthly Sodium, Potassium, and
Boron Concentrations--Lakes and TTP
Effluent
Average Monthly Total COD--Lakes and
TTP
Average Monthly BOD--Lakes and TTP
xiv
Section
.
VIII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
VIII
Page
171
171
172
174
175
176
179
204
208
211
211
213
213
214
215
215
-------
FIGURES - Continued
No. Section Page
76. Average Monthly MBAS Concentration--
Lakes and TTP Effluent VIII 216
77- Average Monthly Turbidities at Various
Water Depths of Lakes VIII 216
78. Fauna Frequency in Apollo County Park VIII 222
xv
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No.
1.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
TABLES
Section
2.
Pilot Plant Average Water Characteris-
tics and Adopted Objectives
Design and Operational Parameters
For the Tertiary Treatment Plant (TTP)
Dual Media Filter Materials, TTP
Indicating and Recording Instruments, TTP
Controls on Individual Equipment, TTP
Shutdown Alarm Panel, TTP
Agricultural Suitability-Maximum
Desirable Values
Agricultural Suitability Test Results
for Soil
Pump Flow Characteristics--Apollo
County Park Control Facility
Listing of Special Trees and Shrubs
Used in Apollo County Park
Lawn Seed for Park
Fish Stocked in Apollo County Park
Recreational Lakes
Cost Summary
TTP Monitored Characteristics for
Optimization Study
Average Seasonal Water Quality
Characteristics--Lakes and TTP (4 pages) VII
Comparison of Feed Pond Characteristics
for Filot Plant and Tertiary Plant
Alum Sludge Study Parameters
TTP Operating Costs
Mercury Analysis of Fish in
Apollo County Park Lakes
Mercury Analysis of Soil, Biota,
and Lake Waters
Algal Frequencies in Apollo County
Park Lake Water
III
3.
4.
5.
6.
7.
IV
IV
IV
IV
IV
V
8.
V
9.
V
V
V
V
VI
VII
VII
VII
VII
VIII
VIII
VIII
xvi
Page
11
24
33
37
39
41
51
53
56
63
65
75
82
88
92
100
112
124
141
146
156
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TABLES - Continued
No. Section Pap:e
22. Predominant Algal Types Related to
Month and Average Water Temperatures VIII 164
23. Reference Medium Composition VIII 181
24. Vitamin Analysis of Lake Water Samples VIII 183
25. Analysis of Water Samples for
Laboratory Studies (Two pages) VIII 184
26. Semiquantitative Spectrographic
Analysis of Metal Content in Water 186
Samples VIII
27. Cell Volume Growth, Preliminary
Spiking Experiment VIII 188
28. Cell Number Growth, Preliminary
Spiking Experiment VIII 189
29. Algal Growth for Nitrogen and Phosphor-
ous Spiking, Preliminary Spiking
Experiment VIII 191
30. Summary of Significant Nutrients
Affecting Algal Growth VIII 193
31. Average Nutrient Concentrations in
Chemostat Influent and Effluent (2 pgs) VIII 200
32. Continuous Culture Data Summary for
Two, Four and Eight Day Residence Time VIII 202
33. Chemical Characteristics of Native
Soils--Apollo County Park VIII 218
34. Tabulation of Newspaper and Magazine
Articles IX 229
35. Tabulation of Requests for Information
and Reports IX 230
36. Antelope Valley Tertiary Treatment
Plant (TTP) Design Data (4 pages) A 250
37. Influent Characteristics A 254
xvii
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ACKNOWLEDGMENTS
Without the aid and support of many people knowledgeable in
the fields of health and engineering, the research develop-
ment, and demonstration of the Antelope Valley Wastewater
Reclamation Project would not have been as successful, com-
plete, or thorough.
Numbered among the many are the following agencies and
individuals who contributed freely of their specialized
talents and time to enhance and bring to fruition this
unique concept of wastewater reclamation.
u. S. ENVIRONMENTAL PROTECTION AGENCY
John C. Merrell, Jr., Project Officer (Retired)
John N. English, Project Officer
Gerald Stern, Project Officer
LOS ANGELES COUNTY DEPARTMENT OF COUNTY ENGINEER
Harvey T. Brandt, County Engineer
John A. Lambie, County Engineer (Retired)
James T. Rostron, Chief Deputy
Richard E. Kuhns, Division Engineer, Sanitation Div.
Charles G. Brisley, Division Engineer,
Project Planning and Pollution Control Division
Carrol D. Smith, Division Engineer, Design Division
John W. Henderson, Regional Engineer
Hans Giraud, Head-Design Branch
Henry Lee, Civil Engineer-Special Projects
Brian Scanlon, Civil Engineer
Roy L. Anderson, Civil Engineer
Edwin G. Bargemann, Civil Engineer
Richard L. Kopecky, Civil Engineer
Clarence L. Persons, Sr., Industrial Waste Chemist
COUNTY SANITATION DISTRICTS OF LOS ANGELES COUNTY
John D. Parkhurst, Chief Engineer and Gen. Manager
Franklin D. Dryden, Deputy Asst. Chief Engr.,Planning
Roger A. Beeken, Deputy Asst. Chief Engr., Sewage
George Posthhumus, Office Engineer
xviii
-------
Richard Wunderlich, Operations Engineer
Paul Wilson, Project Engineer, Monitoring
George H. Martin, Chief Operator, District 14 Plant
John B. Cramer, Operator - Tertiary Treatment Plant
Rodger Baird, Supervisor, San Jose Creek
Water Quality Lab.
LOS ANGELES COUNTY DEPARTMENT OF HEALTH SERVICES
Ralph R. Sachs, M.D., Deputy Director,
Community Health Services
Norman F. Hauret, Director, Bureau of Consumer and
Environmental Protection
Ed L. Schulenberg, Environmental Protection Section
Len Mushin, Cross Connection and Water Pollution
Control Section
Carl A. Lawrence, Ph.D., Director of Laboratories
(Retired)
William G. Waldron, Biologist-Entomologist
Aiko Butsumyo, Public Health Microbiologist
Don Suggs, Admin. Public Health Engineer (Retired)
LOS ANGELES COUNTY DEPARTMENT OF PARKS AND RECREATION
Randall Bacon, Administrative Deputy
James G. Cansler, Deputy Director-Planning Service~
Jim Child, Chief, Grounds Maintenance Division
John Asakura, Planning Engineer
Helen McGee, Planner
CALIFORNIA HEALTH AND \VELF ARE AGENCY , DEPARTMENT OF
PUBLIC HEALTH
Arthur W. Reinhardt, Assistant Chief
William J. MacPherson, District Sanitary
Herbert B. Foster, Jr., Chief (Deceased)
Hyman Katz, Public Health Chemist
Engineer
CALIFORNIA RESOURCES AGENCY, DEPARTMENT OF FISH AND GAME
L. H. Cloyd, Regional Manager
William M. Richardson, Fisheries Management Supvr.
Robert J. Toth, Fish Pathologist
Mel Willis, Fish Pathologist
xix
-------
CALIFORNIA DEPARTMENT OF WATER RESOURCES
William R. Gianelli, Director (Retired
Jack J. Coe, District Engineer
Harry Hashimoto, Program Manager
Malcolm Kerr, Engineering Associate
Ed Lawler, Assistant Engineer
CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD,
LAHONTAN REGION
John T. Leggett, Executive Officer (Retired)
William E. Davis, Environmental Specialist
Al A. Doyle, Staff Engineer
UNrVERSITY OF CALIFORNIA, IRVINE
Jan Scherfig, Ph.D., Professor of Environmental
Engineering
Peter Dixon, Ph.D., Professor of Population and
Environmental Biology
Carol A. Justice, Staff Research Associate
ENGINEERING SCIENCE, INC.
Robert H. White, President
Houshang Esmaili, Ph.D., Soil Scientist
xx
-------
SECTION I
CONCLUSIONS
TERTIARY TREATMENT PLANT
A tertiary wastewater treatment process involving floccula-
tion with alum, sedimentation, filtration, and disinfection
has been successfully put into operation to serve the
Apollo Park recreational lakes near Lancaster, California
(Figures 1 and 2). The capacity of this treatment plant is
1900 m3/day (0.5 mgd). A special testing and demonstration
program for this plant has shown that an effluent can be
produced that meets all water quality requirements. In
terms of operational costs, the cost of the effluent is
comparable to the cost of California Water Project water.
The treatment plant testing program developed information
on the relationships between optimal plant performance and
operational parameters, and showed that alum sludge re-
cycled through the primary treatment plant and sludge
digesters had no adverse effect on these processes.
APOLLO COUNTY PARK
Apollo County Park was constructed for the use of the re-
claimed water. This is a 22.7 ha (56 acre) park with a
total lake surface area of 10.5 ha (26 acres) (Figure 3).
The reclaimed water is used to fill the lakes, for park
irrigation and for fire protection at the park and at the
adjacent County airport.
The demonstration program for this park has shown that this
wastewater reclamation and reuse concept can be success-
fully applied for aquatic recreational facilities in spite
of difficulties caused by adverse soil conditions and high
evaporative water losses. The water quality is also
1
-------
.'
I:\:)
LOS
Figure 1 WATER RENOVATION PLANT
ANGELES COUNTY SANITATION DISTRICT NO.
14
-------
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. ~,-
. ~"4'"",,,
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" ;':'1;-
1~.. ...k ~ ~~
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~
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-£3~'
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w
-
Figure 2 APOLLO COUNTY PARK
UTILIZING RENOVATED WASTEWATER
-------
O~L
TREATMENT Pl . D
SAN. DIST. NO. 14
AVE. 0
~
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Figure 3
LOCATION MAP
ANTELOPE VALLEY WASTE WATER RECLAMATION PROJECT
sufficient for farming and industrial
ing areas, and will be used for these
tional supplies are made available.
uses in the surround-
purposes when addi-
The water quality in these lakes has been generally very
good, meeting all health requirements and having a suffi-
ciently low nutrient level to avoid eutrophication. The
water appearance has been good. In terms of irrigation
water quality, the water is usable. However, because of
the high sodium percentage and the increases in the boron
and dissolved salts due to evaporation, precautions will be
necessary to maintain soil quality.
4
-------
The lakes proved to be an excellent fish environment, well
suited for growth and reproduction. However, due to an
unforeseen natural soil condition, a mercury contamination
problem resulted, causing mercury concentrations in the
fish to exceed the allowable limits for human consumption.
The mercury appeared to have no adverse effect on the
health of the fish.
PUBLIC ACCEPTANCE
The public use of this park has exceeded expected levels,
according to the preliminary data thus far assembled. Ori-
ginally the public use of this park was estimated at ap-
proximately 60,000 visitor-days the first year, rising to
90,000 visitor-days in 10 years. However, preliminary
traffic count data indicates a use of over 90,000 visitor-
days in the second year of operation. Thus the public
acceptance of this project is well established.
5
-------
SECTION II
RECOMMENDATIONS
TERTIARY TREATMENT PLANT
Overall, the tertiary treatment plant performed very well
and met water quality standards and supply demands. Fol-
lowing are recommendations to improve performance.
An increase in the alum sludge concentration would be a
key improvement to the tertiary treatment process. For
this reason, the feasibility of adding a process or im-
proving the existing processes to increase this sludge con-
centration should be studied.
The tertiary treatment process could also be improved by
altering the collection flight system of the sedimentation
tank. This should be redesigned so that the return flights
pass above the water surface instead of being submerged.
Additional studies on minimizing the occurences of blue
green algae in the oxidation ponds might also prove worth-
while. These algae frequently hindered the treatment
process because of their poor flocculation characteristics
and caused a slight discoloration of the water.
APOLLO COUNTY PARK
The following recommendations should be adhered to to in-
sure proper conditions at the aquatic park site.
The Health Department
of these lakes should
tant public assurance
monitoring of the bacterial qualities
continue as this will provide impor-
of the safety of this system.
6
-------
A thorough study of the mercury contamination of these
lakes should also be undertaken. If a feasible solution of
this problem can be found, the plan to reprovide a much
desired warm water fishery can eventually be realized.
Control of the total dissolved Solids (TDS) in the Lakes'
water will continue to be an important operational problem,
particularly as the irrigation quality of this water is
marginal. Therefore, every effort should be made to re-
place the water with fresh tertiary plant effluent during
the cooler seasons when irrigational demands are the least.
The TDS of the lakes will always tend to rise during the
summer seasons due to the high evaporative losses. How-
ever, this problem could be kept within acceptable limits
if enough flushing can be done in the cooler seasons.
The maintenance and improvement of soil quality in the
park will also require continuing attention, particularly
as these soils tend to have boron, alkali and salinity
problems. Generous irrigation and other periodic appro-
priate soil reclamation measures should be regularly p~c-
ticed.
The runoff interceptor berms surrounding the lakes should
be kept in good repair to keep nutrients from the la~s and
soils from entering the lakes. Future operational e~eri-
ence may indicate that underground drains are also needed
to remove irrigation runoff from behind the berms.
7
-------
SECTION III
INTRODUCTION
BACKGROUND
Need for Project
By the mid 1950's, it became very apparent to Los Angeles
County authorities that even if new sources of water sup-
ply became available in the future, it was essential to
conserve water resources by any means. This was especially
true in the water-short high desert region of the Antelope
Valley area of Los Angeles County, where the annual rain-
fall is very light and the water table is continually drop-
ping as shown in Figure 4. Water supply problems in this
arid region meant that all available reSOUEces had to be
used for community or agricultural needs and count not be
considered for much-desired regional or aquatic parks. On
the other hand, projected flow estimates showed that over
11,400 cubic meters (3 million gallons) of secondary (Oxi-
dation Ponds) treated wastewater would be wasted daily
after 1967. This is shown in Figure 5. Therefore, it was
concluded that the wasted water might be renovated as a
supplemental water supply.
Pilot Plant Studies
In 1959, when the preliminary planning for reclamation of
wastewater was started, the problems surrounding the ful-
fillment of such a plan were immense and included: re-
search and development of treatment facilities that would
guarantee clear, clean water; clearance for public use
from health agencies"; funding of the research studies and
final project construction; and public acceptance of the
use of reclaimed wastewater.
The initial research and testing started in July, 1964, to
determine the most suitable and economical means of
8
-------
GROUND LEVEL
y
00
00
10
20
30
100
I- 4011)
1&.1
1&.1 It:
&L I!!
150 ~
50
50
~DEPTH TO UNDERGROUND "ATER
60
200
70
250
50
18
AVERAGE YEARLY RAIN FALL
12
40
en
1&.1
%
~
-6
It:
~
301&.1
~
....
Z
1&.1
20u
10
o
1940
1970
YEAR
STATIC
Figure 4
GROUND WATER LEVEL AND YEARLY RAINFALL
IN ANTELOPE VALLEY AREA
9
-------
~
~8(10
~
o
2~
Ia.
RECREA1\ONAL
"",,\LA8LE
00
~
Il\
I
t.-
~
10
....
2!
00
I;
YEAR
Figure 5 WASTEWATER AVAILABILITY PROJECTION FROM
COUNTY SANITATION DISTRICT NO. 14 WATER RENOVATION PLANT
treating wastewater to meet the established criteria. Al-
so, all research was done with the knowledge that if the
project was to be a total success the public must ulti-
mately accept the concept of wastewater reuse. This
acceptance factor, of necessity, made clarity, color, odor
and esthetics of the product water an important aspect of
the research treatment processes.
Information obtained from studies by Sawyerl and l'1alhotra2
(1964), correspondence with officials of the then Robert
A. Taft Sanitary Engineering Center (1963), l~~al health
departments, Lahontan Regional Water Quality Control Board
and reports available of operations of the Santee County
Water District reclaimed water recreation lakes were re-
viewed and the minimum water quality objectives were
adopted. These objectives are included in Table 1.
10
-------
Table 1
PILOT PLANT AVERAGE WATER CHARACTERISTICS .AlID ADOPTED OBJECTIVES
.....
.....
Pilot Plant St~dy Adopted
Ob.iectives
Constituent Unit Oxidation Final Water
Pond Water Effluent Quality
pH pH 8.3 6.8 6.5-8.0
Turbidity JTU 90 6 < 5
Total Alkalinity as CaC03 mg/l 260 115 <140
Susp. Solids mg/l 75 5 < 10
Total Dissolved Solids mg/l 600 600 <650
COD mg/l 190 50 < 75
BOD mg/l 38 9 < 10
Hardness as CaCO mg/l 80 90 <:1.,10
Ammonia Nitrogen3as N mg/l 0.3 0.2 < 1.0
Organic Nitrogen as N mg/l 7 2 < 3.0
Nitrate as N mgfl 1.0 1.0 < 4.0
Total Nitrogen mg/l < 20
Total Phosphate as P04 mg/l 40 0.4 < 0.5
Dissolved Oxygen mg/l 10 8 7-15
Algae counts/ml 200,000 0 0
Coliform MPN/IOO ml 150,000 0 < 2.2
Boron mg/l < 1.4
Sodium Absorption Ratio 5-7
Residual Chlorine mg/l 0.5-2.5
-------
To determine the best tertiary treatment method to meet the
wastewater reclamation objectives, the following major
pilot plant processes were considered:
1.
Clarifiers - High density solids contact and
upflow types.
Dissolved Air Flotation
Sedimentation
Diatomaceous Earth Filters
Sand Filters and Dual Media Filters
2.
3.
4.
5.
Table 1, Pilot Plant Average Water Characteristics and
Objectives, indicates the results of the pilot plant pro-
cess finally adopted as compared to the water quality
objectives.
In Southern California permission has been granted to use
secondary treated water for irrigation although its use is
limited to irrigation of trees, alfalfa, and other crops
which are not consumed directly in the raw or natural state
by humans; for golf courses; and, landscaping. Use of
tertiary treated water for irrigation and fire protection
at Apollo County Park and General William J. Fox Airfield
has proved successful.
By contract with the County Sanitation Districts, approxi-
mately 11,400 m3/day (3.0 mgd) of secondary treated water
is available for tertiary treatment. Of this amount
1900 m3/day (0.5 mgd) is allocated to Apollo County Park.
This leaves 9500 m3/day (2.5 mgd) of water, which when
properly treated, could be used for irrigation, industrial
or other purposes. Figure 5 indicates the wastewater
availability projection from the County Sanitation District
No. 14 Water Renovation Plant.
Presently reclaimed water available at Apollo County Park
is 32 percent more costly than the locally pumped supplies,
12
-------
although it is only slightly more costly than imported
water. For full water cost details, see Section VII. The
local water table has historically dropped w"i th the result
being an increased cost to the consumer. See Figure 4,
Static Ground Water Level and Yearly Rainfall. It was con-
cluded that it was only a matter of time until the use of
reclaimed water as a supplemental water supply would be an
economic necessity in the Antelope Valley Area.
In June of 1968 the initial research programs having been
successfully completed, an economical, satisfactory tertiary
treatment process was adopted. This process is detailed in
Section IV of this report and essentially consists of
flocculation with alum, sedimentation, dual media filtra-
tion, and chlorination of secondary treated wastewater.
Pilot plant test data demonstrated that bacteriological and
viral requirements for tertiary treated wastewater could be
met; fish had successfully survived and propagated in test
ponds; algal growth and nutrient levels of water in the
pilot facility were considered within the prescribed limits;
review of industrial processes suggested that many manufac-
turing steps could use treated water with little difficulty;
and a detailed soils investigation yielded a workable method
for reclaiming alkaline soils, utilizing treated wastewater
for leaching. The complete data and results of the pilot
studies are reported in the "Final Report, Wastewater
Reclamation Project for Antelope Valley Area,,3.
Full Scale Facilities
With the successful completion of the pilot research and
facilities program, Los Angeles County embarked on the full
scale demonstration program to show how wastewater could be
reclaimed economically and used to maintain an aquatic
recreational park acceptable to the public. See Figure 3,
for a map of the park location.
13
-------
The final research and development programs were conducted
by the Los Angeles County Department of County Engineer as
project director and coordinator with County and State
Health Departments, County Parks and Recreation Department,
County Sanitation Districts, State Department of Fish and
Game, Lahontan Regional Water Quality Control Board,
California Department of Water Resources as cooperating
agencies. Consultants were the University of California
and Engineering Science, Inc. The Environmental Protection
Agency participated in the costs of the research programs
and construction of the demonstration facilities through
grant Nos. l7080GCI and WRD 97-01-68 commencing on August
24, 1967- On July 28, 1970, the California Department of
Water Resources, under the Davis-Grunsky Act Program, par-
ticipated in construction costs through fish enhancement,
recreation, water and sanitary grants.
Originally there were serious doubts about the prospects
for public acceptance of this project. However, continued
favorable responses from the public through presentations
made to social and community organizations, personal
letters and news media publications showed that the public
was very interested in having this project successfully
carried out.
As the park neared completion in November, 1972, the local
residents urged that the park be opened to the public. The
initial use of the park with limited facilities (i.e., no
boating, fishing, or concession facilities) was minimal in
the early spring; however, as the weather became warmer,
park use greatly expanded until on weekends there were
problems of insufficient picnic table space. With the
advent of fishing, boating and a concessionaire, the park
use expanded again and extended the park use into the cold
weather periods.
14
-------
Project Completion
Construction of the demonstration project was divided into
nine contracts. ~ch contract constituted a phase of con-
struction leading to the ultimate construction of the park
facilities. These contracts and construction periods are
shown in Figure 6, but it is well to note that several
phases of construction overlapped when there was no con-
flict of work site use.
OBJECTIVES
The primary objective of this project is to provide water-
oriented recreational facilities for the water-short
Antelope Valley area using reclaimed wastewater. To
accomplish this objective the following secondary objec-
tives had to be obtained first:
1.
Provide an oxidation pond effluent treatment
facility of sufficient size to enable engineers
and scientists to conduct continuing studies
under actual "full-scale" operational conditions,
to hasten the development of much needed waste-
water reclamation technology.
Demonstrate that sufficient algae and nutrient
removal is realized in the treatment facility to
prevent excess biological growth, to maintain
aesthetic levels of clarity, and to assure an
adequate aquatic habitat for fish life in
recreational lakes.
2.
3.
Determine if the adopted water criteria objec-
tives assures a safe degree of enteric pathogen
and virus destruction to permit safe body contact
use of reclaimed wastewater.
15
-------
A
~
~//////~c'//////1
////// '///,///
r////////////////// <.IDD ///////////////////~
'////////////////// ///////////////////
1/ / / / / / /~/ / / / / / I
//////// ///////
~//////{EjF'//////i
////// '//////.
~
///////////////
////////////////
FILLING LAKES WITH WATER
r/////~//////j
///// //////
~
(A)
(B)
(C)
(D)
(E)
(F)
(G)
(H)
(I)
1968
1970
1971
1969
Construction Contract
Renovated Water Conveyance System-Phase I
Renovated Water Conveyance System-Phase II
Tertiary Treatment Plant
Park General Development - Phase I
Off-Site Interceptor Sewer
Park General Development - Phase II
Lake Sealant
Park General
Park General
Development - Phase III
Development - Final Phase
Figure 6 ANTELOPE VALLEY
WASTE WATER RECLAMATION PROJECT
CONSTRUCTION CONTRACTS
16
1972
Construction
Cost (~
51,810.45
67,552.00
222,450.82
693,700.83
118,419.57
442,531.79
106,538.00
290,589.96
116,653.04
-------
4.
Utilize the most satisfactory methods from current
research studies to condition highly alkaline soil
by leaching with treated wastewater in order to
sustain plant life where only barren land now
exists.
5.
Demonstrate controls for any insect or noxious
plant problems which occur in conjunction with
such projects.
Demonstrate public acceptance of the use of
reclaimed wastewater for establishing attractive
aquatic recreational facilities, especially in
water short desert areas.
6.
17
-------
SECTION IV
DESIGN AND CONSTRUCTION OF TERTIARY TREATMENT PLANT
AND RENOVATED WATER CONVEYANCE SYSTEM
GENERAL INFORMATION
Upon the successful completion of the initial pilot
facilities and research, design of the full scale tertiary
treatment plant was commenced in 1968. This facility was
designed for an average flow of 1900 m3/day (0.5 mgd) and
constructed on the site of the Los Angeles County Sanita-
tion District No. 14 Water Renovation plant because of the
closeness to the source water from the oxidation ponds.
The tertiary plant was contracted for in 1968 and placed
into service in June, 1969. Initially, the renovated water
output was used for construction work and soil reclamation
at the Apollo County Park site until filling of the lakes
commenced in October, 1970.
The existing Sanitation District No. 14 plant was construc-
ted in 1959 and serves a large portion of the developed
Antelope Valley area including the communities of Lancaster
and Quartz Hill. The District's plant consists of primary
and secondary treatment processes as shown in the Diagrama-
tic Layout, Figure 7.
Since the Sanitation District plant is located at the low
point of the large Antelope Valley area which has no hy-
draulic outlet, all water either infiltrates into the
ground or evaporates into the atmosphere. Even though
annual rainfall averages only 15 to 20 cm/yr (6 to 8 in/yr),
runoff over the eons from the nearby mountains with peak
elevations over 8,000 feet, has resulted in the formation
of a large flat alkaline basin known as Rosamond Dry Lake.
This dry lake is located just a few kilometers east of the
treatment plant site. Since this natural hard flat area is
18
-------
r-----T------'
I I r---,
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I I r---J
I-'
to
SLUDGE DRYING BEDS
LAB
CJ
DIGESTERS
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L_____.J
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L_____J
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en
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r------, J
L_____..J I
I
r------' ..J
L_____r
SEDIMENTATION TANKS
3
2
4
5
7
6
8
OXIDATION PONDS- 30 ACRES EACH
SECONDARY TREATMENT
TTP
CONTR
BLDG.
TERTIARY TREATMENT PLANT
a::
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e
Q
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5
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Figure 7 DIAGRAMATIC LAYOUT OF TREATMENT FACILITIES AND PROCESSES
z
2 a::
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TO OFFSlTE
OVERFLOW PONDS
STATION
-------
used by the Air Force as an emergency landing field for
experimental aircraft, excess wastewater from the treatment
plant is presently impounded behind earthen dams to prevent
its reaching and softening the surface of the dry lake.
The impoundment created provides additional evaporation
area and a bird refuge used by thousands of migratory birds
each year.
An aerial photograph of the treatment facilities was previ-
ously shown in Figure 1, and photographs of some of the
tertiary treatment plant components are shown in Figure 8.
PRIMARY TREATMENT
The influent pumping plant is equipped with tW"O 31.5 1/ sec
(5,000 gpm) pumps w"i th a static lift of approximately
10.67 m (35 ft). This pumping plant is designed to expand
to double its present size when it becomes necessary.
The present flow of over 11,400 m3/day (3 mgd) passes
through a comminutor and into the primary sedimentation
tanks. Although two tanks have been provided in the ini-
tial stage, it is anticipated that six will be required for
the ultimate design flow of 51,500 m3/day (13.6 mgd). Each
tank is 53.34 m (175 ft) long, 4.88 m (16 ft) wide and
2.29 m (7.5 ft) deep with a design overflow rate of 36.26
m/day (890 gpd/ft2).
Two 19.81 m (65 ft) diameter sludge digestion tanks in
series, 9.91 m (32}2 ft) deep with 6.09 m (20 ft) sidew"ater
depth provide up to 1.93 l/sec (44,100 gpd) sludge treat-
ment within a 15-day retention period. Total sludge volume
is 2310.91 m3 (81,600 ft3) per tank.
The treated sludge is then discharged to drying beds, with
a total area of 2,790 m2 (30,000 ft2). After drying, the
sludge is stockpiled for final disposal as a soil condi-
20
-------
CONTROL PANEL
t\:)
I-'
~.,.~
.,,-'
."
- "'
,
;-~~
.
~ ~ ""
PLANT AERIAL VIEW
-
- '~ "'"
PIPE GALLERY
. .
l1li . E~-""--'.- '
- "\'''' .' .' ~ .4~ ' I
~..... - ~. .
. ~'y- ,
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PLANT WASTE SlJIVIP
. ~
FIGURE 8 TERTIARY TREATMENT PLANT PHOTOGRAPHS
-------
tioner.
SECONDARY TREATMENT
Secondary treatment is provided by eight oxidation ponds
with a total surface area of approximately 97 ha (240 ac).
These ponds are arranged in a series-parallel arrangement
and three of the ponds are equipped with diffusers to dis-
perse the primary effluent throughout the pond. The
remaining ponds further treat the primary effluent by pro-
viding substantial additional detention time. The design
BOD loading is approximately 112 kg/ha/day (100 lb/ac/day)
and the present acreage is considered adequate for the an-
ticipated design flow of 51.500 m3/day (13.6 mgd). The
entire capacity was provided initially to facilitate
disposal of the wastewater by evaporation because of the
tight clay soil condition not allowing percolation.
Normal operation of the oxidation ponds at present as shown
in Figure 7~ is for primary treated effluent to be dis-
charged into Pond No.2. This wastewater is directed
through Ponds 3, 4, and 5, and then pumped from Pond 5 to
Pond 1 to complete a retention period of approximately 60
days. The pump station is so arranged that it can pump
from Ponds 6, 7, and 8 also.
Organic matter is biologically decomposed by bacteria sup-
plied with oxYgen produced by free floating algae. Waste
organics are metabolized by bacteria and saprobic protozoa
and higher animal forms, such as rotificers and crusta-
ceans. When the pond bottom is anaerobic, biological
activity results in digestion of the settled solids. Nu-
trients released by bacteria are used by algae in photosYn-
thesis. The overall process in the ponds is the sum of
individual reactions of the bacteria, protozoa and algae.
Excess effluent not evaporated from ponds is discharged to
Ponds 6, 7, and 8 to permit additional evaporation, storage,
22
-------
or off-site disposal.
Pond No.1 effluent is used for tertiary treatment.
(Section VII contains a detailed description of the efflu-
ent characteristics). A 48 l/sec (760 gpm) capacity pump,
operating at approximately a 10 m (33 ft) head, furnishes
influent water to the tertiary treatment plant.
The degree of treatment provided by the oxidation ponds is
a function of air and pond temperatures and the amount of
sunlight incident on the ponds. In summer and early fall
months higher water and air temperatures together with in-
creased sunlight are sufficient to provide pond effluent
with adequate treatment to reduce the effluent ammonia
levels to zero. However, with cooler temperatures and
reduced sunlight the effluent ammonia levels rise to unac-
ceptable levels. For this reason only effluent with low
ammonia levels is stored in pond 1 for processing by the
tertiary plant.
TERTIARY TREATMENT PROCESS DESCRIPTION
As a result of the initial research and development program
described in Section III, a 1900 m3/day (0.5 mgd) capacity
tertiary wastewater treatment facility was constructed at
the Sanitation Districts No. 14 site at a cost of approxi-
mately $260,000. The contract was let in May, 1968, and
the plant was placed in operation in June, 1969, a period
of 14 months. See Section VI for a further cost breakdown.
Essentially, the tertiary treatment facility was construct-
ed to treat water from the oxidation ponds by alum addi-
tion, flocculation, sedimentation, mixed media filtration,
and chlorination to meet the objectives shown in Table 1,
"Pilot Plant Average Water Characteristics and Adopted
Objectives". The design and operational ranges of the
tertiary treatment plant are shown in Table 2.
23
-------
Table 2 DESIGN AND OPERATIONAL
PAR.AMETERS FOR THE TERTIARY PLANT
Parameter
INFLUENT FLOW
Unit *
m3/day (mgd)
Design
Value
2080 C 55)
TTP Normal
RanBe
(0.2- .75)
760-2840
FLOCCULATION CHAMBER
pH pH Units
Alum. Dose mg/l
Detention Time min.
Paddle Tip Speed cm/sec (ft/sec)
6.45
300
20
15.3-46
(.5-1.5)
5.9-6.7
225-450
15-55
15.3-24
(.5-.8)
SEDIMENTATION TANK 2
Overflow Rate m/day (gpd/ft) 20.5 (500) 7.5-28
(182-680)
Detention Time Hr. 2.5 1.5-7
Flight Speed cm/min (in/min) 91 . 5 ( 36) 48 (19)
Sludge Flow % Plant Flow 5 12-15
Sludge Concentrate % Solids 3 0.1-.75
FILTRATION m/min.(gpm/ft2)
Loading Rate .081 (2) **
Final Head Loss m (ft) 2.14 (7) 2.14 (7)
Max. Backwash Cycle Hr. 2 24 **
Max. Backwash Rate mimin.(~m/ft) .73 (18) **
Filter Backwash m /day mgd) 76 (.02) 57-76
Waste m/min @~.5 kg/cm2 0.81 (.015-.020)
Surface Wash
(gpm/ft @50 psi) (2) **
Bed Expansion % 50 **
CHLORINATION
Influent Dose mg/l
Effluent Dose mg/l
Contact Pond Detention Hr.
FINAL EFFLUENT'
Flow
Phosphate
Turbidity
m3/day (mgd)
mg/l
JTU
o
0-15
8-10
1900 C 50 )
0.50
5
3.5-16.0
4.5-19.0
7-24
(.15-.65)
570-2460
0.10-0.40
0.08-3.0
PLANT EFFICIENCY
ALUI"l COST @
$55.60/Ton
% of infl. flow 91
$ per 1000m3eff. 20.40
($ per MG eff.) (77)
77-86
18-29
(68-110)
* English units are shown in parentheses
** Indicates no data available
24
-------
The tertiary treatment process flow diagram, layout, and
hydraulic diagram are shown in figures 9,10, and 11 respec-
tively. The basic treatment components are described in
the following paragraphs.
Flocculation
Flocculation is accomplished by use of 50 percent liquid
aluminum sulfate (alum). The alum is stored in a 21.20 m3
(5,600 gal) tank constructed of fiberglass coated inter-
nally with a chemical gel for protection up to 93.330C
(200oF). The normal dosage ranges from 280 mg/l to
340 mg/l, and this dosage is measured by a diaphragm meter-
ing pump capable of pumping 1.31 l/min (20.8 gph) at 8.79
kg/cm2 (124 psi) pressure. The pump stroke length is manu-
ally adjustable by means of a four-step multiple sheave
arrangement.
The floc retention time is 20 minutes under paddle aggita-
tion in a 2.44 m (8 ft) long, 4.88 m (16 ft) wide by 2.67 m
(8-3/4 ft) deep concrete tank. Paddle agitation is per-
formed by two reel units 1.68 m (5}2 ft) in diameter and
1.68 m (5}2 ft) long designed to operate at 15.24-54.72
cm/sec (0.5 to 1.5 fps) reel tip speed. The design flow
for the flocculator is 23.97 l/sec (380 gpm).
To improve the mixing capability of the chamber a baffle
was installed later at the sedimentation tank entrance.
This baffle consists of redwood boards separated by 5.08 cm
(2 in) gaps and erected vertically for a distance of 1.83 m
(6 ft) to allow a 5.08-7.62 cm (2-3 in) overflow. With
water at 6.1 to 6.4 pH and the paddles running at 15.24
cm/sec (0.5 fps) the resultant floc is light green in
color, dense and small in size. Figure 12 Tertiary Treat-
ment Plant Flocculation Chamber Design shows the general
arrangement of the flocculation equipment.
25
-------
~~
~HEMICAL COAGULANT
ADDITION
300 mill A1tC8\>a I i
~~~,~~~~~~~~~~~~~~I..
.
OXIDATION
PO N D Ni I
SUP PLY
WATER
..
FROM POND Ni ~
PLANT INFLUENT
~ SAMPLE POINT
CHLDRINATION 10mili
~~'~.'~~~
.
en
1&1
~
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~ t-z
~ ~~
I ~~
I ~~
~. a:
rhfl~
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~
~ ALUM.
~
~ SLUDGE
~
~
~
~
~
~
~
~
"1.~~'~$'$'~~4W'~~~
FILTER BACKWASH AND SWDGE
RETURNED TO PRIMARY INFLUENT
WETWELL
DUAL
MEDIA
GRAVITY
FILTER
fJNAL EFFLUENT
SAMPLE POINT
Q9
(2.5 HOURS)
FILTER EFFWENT SAMPL~OINT I L
~~~
~t
Figure 9 CHLORINATION
15mi/l
TERTIARY TREATMENT
PROCESS FLOW DIAGRAM - Flow = 1900 m3 da
26
-------
\'.1fT W!.lo!.
~
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at
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IL
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IL.
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SEWfR.
Figure 10 TERTIARY TREATl'1ENT PLANT LAYOUT
-------
-.r--
MAIN PROCESS FLOW
WASTE FLOW
CHEMICAL FLOW
FILTER WASH FLOW
EFFLUENT PuMPS
~
RECREATIONAL \j
LAKES J
NO SCALE
CHLORINE CONTACT
CHANB.ER
FRO"
POND :I
L
-F(5J~ ~l
J'i8
DUAL ALU..!-I.I CHLORINE
FLOCCULATION SEDIMENTATION ~EDIA . TANK ~.' ROON
CHAI,ISER TANK FILTER 1
CONTROL
A l' 1I--11----T.-I-fI--Y--6---/l-:~ r ROO,..
'~----tl-/I-";-J-II~-I-II ~J---,lI-.'-~
I ,
4LUJ.I I
SLUDGE'
POND
NO.1
~-£I---
------
TO DISTRICT 14 PLANT
INFLUENT WETWELL
l:\:)
00
SCHEMATIC
FLOW
DIAGRAM
FLOCCULATlQN
CHAUSER
"L-14.S0
r'f1.IA''''T
"""",p,
-;':tloO-
~ -
SEDI"'ENTATION
TANK
- -L--.:.J--,L "'11."
L
Lr~FI..~"'T
lJt,..,....t:.E~S
~.
"""(flW~"U ,""NUL.
I...~.. :1'.('-
EL-'£',O'T
NO SCALE
~"/;.$-
""6. ["",.SO
HYDRAULIC PROFILE", JD5.m'/ day (D.S MGD)
EL-""O.IO
Figure 11
TERTIARY TREATMENT PLANT HYDRAULIC PROFILE
.AND SCBEJ.V[ATIC FLOW DIAGRAM
-------
PROFILE
''t:.'
r::. W;S. EC.
22.00
.~ VARIABLE SPEED DRIVE
..
EL. 23.40
o.
~
-----
WOODEN
BAFFLES---
DRIVE BE.LTS
a
SHEAVES
INFLUENT HEADER
"'"'-
L~DDLE
''AI
6" C.I. PIPE
(4 PlACES)
.
/4.~<
~ I ,~.'>\
.,.
~\
6" DRAIN TO
WASTE SUMP
ql INFLUENT INLET
PIPES
SECTION A-A
Figure 12 TERTIARY TREATMENT PLANT
FLOCCULATION CHAMBER DESIGN
29
-------
Sedimentation
Sedimentation equipment consists of a 18.75 m (61~ ft) long
and 4.88 m (16 ft) wide concrete tank, 2.29 m (7~ ft) deep
at the entrance to 2.44 m (8 ft) deep at the sludge hopper
end. A 1.68 m (5~ ft) wide x 4.88 m (16 ft) long x 4.22 m
(14~ ft) deep sludge receiving hopper with sides that slope
down to a 61 x 61 cm (2 x 2 ft) bottom and a sludge collec-
tor unit. The typical operating depth is 2.13 to 2.29 m
(7 to 71h ft) and the flow rate is 20.37 m/day (500 gpd/ft2)
although test runs have been made with satisfactory results
at 28.52 m/day (700 gpd/ft2). Sedimentation time is main-
tained at ~h hours for the plant rating of 21.91 l/sec
(0.5 mgd) water treatment. The design flow for sedimenta-
tion is 23.97 l/sec (380 gpm).
The sludge collector unit is a chain and sprocket driven
conveyor that has 14 redw.ood flights 7.62 cm (3 in) thick x
20.32 cm (8 in) wide x 4.72 m (15~ ft) long placed at
3.05 m (10 ft) intervals and is designed to operate at
91.44 cm/min (3 fpm).
Presently the conveyor is running adequately at 48.26
cm/min (19 in/min). During the first year of operation
some difficulty was encountered with the drive sprocket.
Because this cast iron sprocket had a use life of less than
six months it was replaced with one made of a plastic
material.
The sludge receiver hopper is emptied by a 1.77 l/sec (28
gpm) capacity positive displacement pump operating at 280
rpm and 1.41 kg/cm2 (20 psi) pressure. Experience has
shown the need to remove the sludge at a rate greater than
1.77 l/sec (28 gpm); therefore, a by-pass valve was in-
stalled on the hopper to permit sludge to move by gravity
at rates of 3.84 l/sec (60 gpm and 5.05 l/sec (80 gpm) at
30
-------
plant effluent capacities of 1900 m3/day (0.5 mgd) and 2650
m3/day (0.7 mgd).
All sludge is returned to the sedimentation units of the
primary treatment plant. Although there was some concern
over the possibility of this sludge disrupting the primary
treatment process, no unfavorable conditions have been en-
countered. This experience is due to the small volume
(190 m3/day or 50,000 gpd) of returned sludge as compared
to the total treatment plant flow of 65.17 l/sec (3.77 mgd).
Figure 13 Tertiary Treatment Plant Sedimentation Tank
Design depicts the sedimentation tank design and equipment.
Filtration
Filtration of the sedimentation process effluent is accom-
plished in a 3.58 m (11.75 ft) deep, 4.88 m (16 ft) wide
and 4.27 m (14 ft) long concrete structure containing dual
media filtering materials. The general filter arrangement
consists of a 45.72 cm (18 in) gravel underlayer, a 22.86
cm (9 in) sand layer, and a 45.72 cm (18 in) anthracite top
layer, all placed above a 7.62 cm (3 in) galvanized W.I.
pipe underdrain system. Table 3 indicates the types of
materials, their sizes, and the depth of each layer.
The underdrain gravel is composed of hard, durable rounded
stones having an average specific gravity of not less than
2.5, an acid solubility of not more than 10 percent for
size 0.95 cm (3/8 in) and larger or 5 percent for smaller
sizes. No gravel contained more than 3 percent by weight
of thin, flat, or elongated stones (the largest dimension
approved being less than three times the smallest dimen-
sion) and no more than 1 percent of shale, mica, clay,
sand, dirt, loam, and organic impurities. Also the gravel
contained no significant amount of iron or manganese com-
pounds.
31
-------
TO OVAL
NEDI",
Fil TER:
.,
"8",
~'VG ...S 2200 it
~
o
o
FLOCCULATION
CHAMBER
21 7
t
El 22.14
PIPE
GALLERY
O~' ,""""' ':'""~
, ------ ---- - U
I c:: U \
RETURN RAIL
- -- - -----.-- -
~ ..1
2'06"
II
u
-T-"'- .-
-~------
~~
El.1450
c..:J
t>:J
SLUDGE'
HOPPER
EL.1.50
'.,
-!;:-""'VG. ",s. 22.00
08,
NOTE: SEDIMENTATION TANK
IS COYEII£D
C'
,~
!'Jc 8" X ISC6" WOODEN FUGH15
. .
SECTION "8-8"
Figure 13
TERTIARY TREATMENT PLANT SEDIMENTATION T.AN1{ DESIGN
-------
Table 3
DUAL MEDIA FILTER MATERIALS
TERTIARY TREATMENT PLANT
Layer Passing Retained Depth of
Layer
Material No. Screen Size Screen Size cm in
Top 45.72 18
Anthracite 1 **0.85mm **0.90mm
Sand 2 **0.45mm **0.55mm 22.86 9
Gravel 3 *No. 6 sieve *No .12 sieve 7.62 3
" 4 0.64cm dia. *No. 6 sieve 7.62 3
" 5 1.27cm dia. 0.64cm dia. 7.62 3
" 6 2.54cm dia. 1.27cm dia. 7.62 3
" 7 5.08cm dia. 2.54cm dia. 15.24 6
Bottom
Total
*Screen size is square mesh except No.6 and
which conform to "Specifications for Sieves
purposes" ASTM Designation E 11.
**Effective size
114.30 45
No. 12 sieves
for Testing
The 22.86 cm (9 in) sand layer is composed of hard, durable,
uncoated grains containing not more than 5 percent flat
particles or one percent of clay, loam, dust, and other
foreign matter and complies with the "Standard for Filtering
l'1aterial,,4. All sand was also free of any significant
amount of iron and manganese compounds. The loss of weight
of a 2-gram sample of sand, crushed and powdered to pass
through a 50-mesh screen and digested without stirring in
10 mI. of 40 percent hydrochloric acid at 180C to 240C
(650F to 750F) temperature for 24 hours, was 5 percent or
less.
The effective size of the sand was within the 0.45 to 0.55
millimeter range and the maximum uniformity coefficient was
1.70. Effective size is defined as that size of grain in
the sample which is smaller than 90 percent by weight of all
33
-------
other grains in the sample. The uniformity coefficient is
defined as the theoretical size of a sieve (in millimeters)
that will pass 60 percent of the sample divided by the theo-
retical size of the sieve (in millimeters) that will pass
10 percent of the sample.
The 45.72 cm (18 in) layer of anthracite coal, composed of
hard and durable grains having a specific gravity of 1.50 to
1.56, is free of iron sulfides, clay, shale, loam, dirt, and
organic matter and long, thin, or scaly pieces. Anthracite
hardness was maintained at 3.0 to 3.75 on the Mohs scale.
The anthracite was washed, screened, and hydraulically
graded coal with a uniformity coefficient of 1.80 or less
and an effective size within a 0.85 to 0.90 rom range.
Operation of this dual media filter is at a rate of 81.48
1/m2/min. (2 gal/ft2/min) with backwash at 733 1/m2/min.
(18 gal/ft2/min) for 5~ minutes and surface wash at 81.48
1/m2/min (2 gal/ft2/min) at 3.52 kg/cm2 (50 psi) when the
filter water level reaches 1.98 m (78 in) above the filter
bed level or 5 JTU on the turbidimeter.
The backwash pump is a 30.48 cm (12 in) suction and dis-
charge pump capable of operating at 860 rpm and 205 I/sec
(3250 gpm) at 8.08 m (26~ ft) head. The surface wash pump,
a 6.35 cm (~~ in) suction and 7.62 cm (3 in) discharge pump,
is rated for 22.71 l/sec (360 gpm) at a 38.71 m (127 ft)
head. Figure 14, Tertiary Treatment Plant Dual Media Filter
Design shows the filter and appurtenances.
Chlorination
The chlorination system is provided to prevent the spread of
waterborne disease. This system consists of chlorine un-
loading and storage facilities, two chlorinators, and a
residual analyzer located in the south portion of the
34
-------
EL.23.40
6
..,
TYPICAL EACH SIDE
FILTER
-N
GU\.LET
STAIRS TO PIPE
IGALL£RY
~;.
. "
/1'
.~
." ,
3" UNDERDRAINI
Figure 14
TERTIARY TREATMENT PLANT DUAL MEDIA FILTER DESIGN
tertiary treatment plant control building.
Chlorine storage consists of two 907 kg (1 ton) cylinders
and three standby 68.04 kg (150 lb) cylinders. An automatic
switchover system will switch the chlorination operation
from an empty 907 kg (1 ton) cylinder to the standby cylin-
ders so that the second full 907 kg (1 ton) cylind8r can be
put into service. The system is capable of supplying
45.36 kg (100 lb) of chlorine gas per day.
As the equipment is presently set up, chlorination can be
performed at three locations; at the flocculation chamber,
at the entrance to the chlorine contact chamber, and at the
pump station directing water to the recreational lakes.
Since rapid growth of algae and bacteria in the sedimenta-
tion tank produced gases that lengthened the sedimentatiop
process, chlorination first is performed in the floc mixing
tank at the rate of 19.05 kg/day (42 lb/day or 10 ppm) to
35
-------
retard the growth of these organisms. At this rate, tests
show a residual chlorine of 0.3 mg/l is maintained in the
sedimentation tank and that the sedimentation process is
improved.
A second chlorination dose of 13.62 kg/day (30 Ib/day or
7 ppm) is injected into the chlorine contact chamber influ-
ent and a detention period of 8.4 hours is maintained on
this contact chamber water. Residual chlorine is held
between 1.0 and 2.0 mg/l. Should the chlorine residual
fall below the allowable limit of 0.5 mg/l, the water can
be recycled or chlorinated at the effluent pumps.
Controls
The instrumentation systems housed in the control building
include the metering and control panel, the shutdown alarm
panel, electrical switchboard and various field mounted
meters and controls. These systems monitor or control
plant operations and can be divided into three categories:
(1) Indicating and recording instruments, (2) Controls on
individual equipment, and (3) Shutdown alarm panel system.
These three categories are summarized in tabular form in
Tables 4, 5, and 6, as follows:
TABLE 4
(Indicating and Recording Instruments) lists
various instruments, their function, the primary
instrument location and type, and the indicator
or recorder location.
TABLE 6
TABLE 5 (Controls on Individual Equipment) shows, in
tabular form the various units in the tertiary
process, the type of switch used, start and stop
controls, and start-up interlocks.
(Shutdown Alarm Panel) summarizes the alarms and
sensing instruments which control automatic plant
36
-------
Instrument
TABLE 4
ANTELOPE V.ALLEY TERTIARY TREATMENT PLANT
Indicating and Recording Instruments
Function Primary Instrument
Location & Type
Indicator or
Recorder Location
Pipe Gallery
Influent Flowmeter
Effluent Flowmeter
Equipment Running
Lights
e,.:I
-;J
Valve Position Lights
pH Meters
pH Recorder:
Red Pen
pH Recorder:
Blue Pen
Turbidity Recorder:
Red Pen
Indicate Flowrate
Indicate Flowrate
Indicate Equipment
Status
Indicate Valve
Position
Indicate Influent &
Flocculation pH
Indicate & Record
Influent pH
Indicate & Record
Flocculation pH
Indicate & Record
Influent Turbidity
Pipe Gallery -
Propeller Meter
Effluent Pump Station- Effluent Pump
Propeller Meter Station
Motor Control Centers- Electrical Panel
Auxiliary Contacts in
Motor Starters
Pipe Gallery - Limit
Switch on Pneumatic
Valves
Control Room -Beckman
pH Meter
Control Room -
Beckman pH Analyzer
Control Room -
Beckman pH Analyzer
Pipe Gallery - Hach
Surface Scatter
Turbidimeter
Metering & Control
(M & C) Panel
M & C Panel
M & C Panel
M & C Panel
M & C :E'anel
-------
InstI'UlIlent
TABLE 4
(Continued)
Indicatin~ and Recordin~ Instruments
Function Primary Instrument
Location & Type
Indicator or
Recorder Location
M & C Panel
Turbidity Recorder:
Green Pen
Turbidity Recorder:
Blue Pen
c,.,
00
Filter Water Level
Recorder
Chlorine Residual
Recorder
Indicate & Record
Filter Effluent
Turbidity
Indicate & Record
Final Effluent
Turbidity
Indicate & Record
]'il ter Water Level
Indicate & Record
Effluent Chlorine
Residual
Pipe Gallery - Hach
Surface Scatter
Turbidimeter
Chlorine Room - Hach
Surface Scatter
Turbidimeter
Top of Filter -
Bubbler Type Filter
Level Sensor
Control Room -
Wallace & Tiernan
Chlorine Analyzer
M & C Panel
M & C Panel
M & C Panel
-------
Unit & Switch
TABLE 5
.ANTELOPE V ALLEY TERTIARY TREATMENT PLANT
Controls on Individual Equipment.
Start Control
Stop Control
Interlock To Start
Influent Pump H-O-A
Backwash Pump H-O-A
I:"
co
Surface Wash Pump
H-O-A
Effluent Pumps
H-O-A
Sludge Pump H-O-A
Sludge Pump H-O-A
R-1 Relay
Backwash Timer
Backwash Timer
HWL Probe in
Effluent Wet Well
R-1 Relay
Probe in Sump
R-1 Relay
(Backwash
Sequence)
Backwash Timer
Backwasl:). Timer
LWL Probe in
Effluent Wet Well
R-1 Relay
Probe
a) Backwash Throttling-
Valve - CLOSED
b) Filter Wastewater
Val ve - CLOSED
c) Filter Effluent
Valve - OPEN
a) Backwash Throttling-
Valve - OPEN
b) Filter Wastewater
Valve - OPEN
c) Filter Effluent
Valve - CLOSED
a) Backwash Throttlihg-
Valve - OPEN
b) Filter Wastewater
Valve - OPEN
c) Filter Effluent
Valve - CLOSED
None
Influent Pump
Running
None
-------
Unit & Switch
TABLE
5 (Continued)
Controls on Individual Equipment
Start Control
Stop Control
Interlock To Start
R-1 Relay
R-1 Relay
Influent Pump Running
Alum Diaphragm
Pump ; ON-OFF
Chlorinators; H-O-A
Instrument Air
Compressor; H-O-A
H:>-
o
Alum Unloading
Compressor;
Start-Stop
Sludge Collector
Drive; Lock-out Stop
Paddle Flocculator;
Lock-out Stop
R-1 Relay
R-1 Relay
Influent Pump Running
Receiver Tank Pressure Switches
None
No Automatic Operation None
No Automatic Operation None
No Automatic Operation None
-------
TABLE 6
ANTELOPE VALLEY TERTIARY TREATMENT PLANT
Shutdown Alarm Panel
Alarm
Sensing Instrument
Significance
Possible Sources of
Trouble
High Flocculation
pH
High Water Level
In Filter
H::-
I-'
High Water Level
in Chlorine Contact
Chamber
Low Chlorine
Residual
High pH Contact on
Circular Chart
Recorder
HWL Probe in
Filter
Probe in Chlorine
Contact Chamber
Low Residual
Contact on
Recorder
Not enough Alum
being supplies to
Flocculation
Chamber
Water Surface in
filter is above
Normal Operating
Range
Water Surface in
Chamber is above
normal operating
range.
Chlorine Residual
is below a pre-set
level
Alum storage tank empty
Alum Feed lines clogged
Alum pump failure.
Backwash initiating
water level contact on
recorder not operating
correctly. Filter
wastewater valve
malfunction.
Effluent pump not on
line or has failed.
Slide gate to effluent
pump station wet sump
in closed.
Chlorinator or Control
System Malfunction.
-------
TABLE 6
(Continued)
Shutdown Alarm Panel
Alarm
Possible Sources of
Trouble
Sensing Instrument
Significance
Low Chlorine Supply
Pressure
~
~
High Water Level in
Pipe Gallery Sump
Electrical power
Failure
Pressure Switch on
Chlorine Gas Lines
Downstream from
Pressure Regulators
And/or Pressure
Switch on Water
Line Upstream of
Chlorinators.
HWL Probe
All alarm relays
Chlorinators not
being supplies with
Chlorine or water
at proper pressure.
Possible under-
chlorination.
Failure of Sump
Pump
Main Chlorine
Cylinder empty -
Standby cylinders not
properly connected.
Water supply shut off
or below minimum
pressure.
Electrical or
Mechanical failure.
Electrical power
interruption.
NOTE:
Any of the above Shutdown Alarms will shut down all plant equipment on the
Automatic Process Control System.
-------
shutdown. When an alarm is sounded, a red light on
the Shutdown Alarm Panel glows, and the alarm horn
sounds outside the Control Building. The alarms can
be silenced by depressing the warning light switch.
The red light will continue to glow, however, until
the alarm condition is corrected.
RENOVATED WATER CONVEYANCE SYSTEM
Renovated water from the tertiary treatment plant, after
chlorination, is being conveyed to the recreational lakea
in Apollo County Park by a pump station-force main system.
The pumping station was constructed as a part of the terti-
ary facilities in 1969. The force main system was con-
structed in 1968 at a total cost of more than $127,000.
These systems are described in the following paragraphs.
Pumpinp; Station
The pumping station consists of two pumps operating from a
wetwell which is located at the westerly end of the chlorine
contact chamber. The product water flows into the wetwell
through a 45.72 cm (18") pipe and slide gate. One of the
two pumps is used to draw water from the wetwell and pump
through the force main system to the recreational lakes in
Apollo County Park. Effluent flow is measured with a 20.32
cm (8") propellor meter capable of indicating flows between
o and 75.70 l/sec (0-1200 gpm) and containing a six digit
totalizer calibrated in 1,000 gallons.
Pump #1 is a 2-stage, vertical turbine, water lubricated
pump capable of pumping 23.66 l/sec (375 gpm) at a total
head of 18.29 m (60 ft). Pump #2 is a 2-stage, vertical
turbine, water lubricated pump capable of pumping 47-31
l/sec (750 gpm) at a total head of 25.92 m (85 ft).
43
-------
Pump #1 was installed to handle the current design flows of
1900 m3/day (0.5 mgd) and Pump #2 to handle the future
expansion flows of 3785 m3/day (1.0 mgd). The units are
controlled so that only one of the pumps can operate under
the automatic start-stop circuit at any given time. The
second pump can be operated in addition to the first pump,
but only under manual control. The start control for the
operating pump is a probe in the wetwell chamber and the
stop control is the low water level probe.
Renovated Water Force Main
The force main system consists of approximately 7.24 km
(23,800 ft) of 30.48 cm (12 in) diameter pipe, of which
79.25 m (260 ft) is cement-lined, somastic coated, welded
steel pipe, with the remainder being class 150 asbesto~-
cement pipe. The alignment of the force main system is
shown on Figure 3 as "Reclaimed Water Conveyance System."
With the exception of the short segment of steel pipe con-
structed within a bridge structure over the Antelope Valley
Freeway at Avenue D, asbestos-cement pipe was specified
exclusively for the force main system. This type of pipe
was chosen because of its low initial cost, ease of instal-
lation and good service and function. An air and vacuum
release valve is located approximately midway in the force
main to protect the main from collapsing or being blocked
by entrapped air.
The force main system was constructed in accordance with the
Standard Specifications for Public Works Construction5. The
line was placed from 1.22 to 3.05 m (4 to 10 ft) deep, at
relatively flat grades. All pipe was subjected to a four-
hour, 1406 kg/cm2 (200 psi) pressure test and water leakage
was limited to 16.5 1/hr/100 couplings (4.24 gal/hr/100
couplings).
44
-------
To identify this force main as a renovated water pipeline,
a 5.08 cm (2 in) wide strip of yellow chlorinated rubber
paint was applied on top.
45
-------
SECTION V
DESIGN .AND CONSTRUCTION OF PARK SITE
INTRODUCTION
As a result of an 18-month pilot plant study conducted at
Lancaster during 1964-66, it was determined that the waste-
water renovation process developed was economically
feasible and the tertiary treated product w"ater was patho-
genically safe, esthetically pleasing, and suitable for
fish life and recreational use. With additional financial
assistance from the State of California, under the
Davis-Grunsky Act, the Apollo County Park, an aquatic rec-
reational oriented development, was planned and constructed.
The park site, consisting of 22.7 ha (56 acres) of land de-
void of all vegetation except a few straggly sagebrush and
weeds, is located on County owned property at the east end
of General William J. Fox Airport which is approximately
four miles northwest of Lancaster. This site was selected
for its ideal location that is readily available from State
and local highways, including the Antelope Valley Freeway,
and the adjacent airport.
The focal point of the aquatic park is a chain of three
lakes, shown in Figure 15, filled with approximately 303,000
m3 (80 million gallons) of polished renovated wastewater for
sport fishing and boating. Other facilities provided in the
park include an amphitheater, picnic shelters, overnight
camping sites, playgrounds, comfort stations, concession
and service buildings, a boat dock, fishing pier, fish
cleaning building, Tom Sawyer raft, and an Apollo 11 capsule
building. Commemorative Apollo 11 astronaut plaques are
described in Figure 16.
The development and construction of the park was staged in
46
-------
GIN.
Figure 15 DEVELOPMENT PLAN, .APOLLO COUNTY PARK
four phases. Phase I consisted of general grading and
forming of the lakes, and construction of an irrigation
system. Phase II included the construction of access and
on-site roads, parking lots, and fresh water and sanitary
facilities. Phase III was comprised of the installation of
family and group picnic areas with shelters, an amphithea-
ter, fish cleaning shed, fishing pier, children's play
areas, and soil reclamation and landscaping work. Phase IV
encompassed the construction of a concession building and
an Apollo 11 Capsule Building. These facilities are fur-
ther discussed in detail on the following pages.
47
-------
LAKE NO.
2
*'"
00
"'~.._.
~
--~
.-.-
- "
,
LAKE EDWIN "BUZZ" ALDRIN
Dtdicated to Edwin B. Aldrin. Jr.. 00I0DeI. United Sta- Air Poroe. National
A.ercm.aut.108 and BP808 A~ A8tr0a.&ut..
Colon81 AldrtD ... lunAr module pIW lor Apollo Xl, July 16-84. INe-the
fint m&DD8d.l11Dar IandJ.a... miaaloa-8Dd,.. .\lob. pert'anDed.. remarkable feat
In landlnC the vehiat.. £..18, by fIJiDa' 1DaDuaJlJ' to 11M ..... knOWD .. Traa-
qullUty Bu..
H. followed NeU Armetron.. onto the lJW"faoe of t.b8
moon on July 80. 1969. and oampl-..d. .. two-bour
and flfteen-mJ.a.uie lunar walk, a.ae1ai1n. La the 00].
lect10n of lunar .urf&08 Mmpl.., and ma.ld.n. ..,&1\1-
ai10u of the !DOOD '. t.rraJ.n.
WIth ~ U::U.I. Edwin "Bua:" AIdriD. maDeu.vered
man '. tint uoeat .&om the lunar nrfaGe tor .. IIUO-
ceufuJ I"8nd....oU8 with oom.mud 8OCiul. pUot
MlobuJ. Collin. wbo had rematned. 1a taaar cwbJi in
the comma.ad module, and the three .-..-... mad.
.. triumphant. retum. m.ht to earth.
--.1---"
LAKE NO.
1
LAKE NO.
3
LAKE NEIL ARMSTRONG
Dedicated to NeU A. Armnroq. Naiion&1 ABron.utica and Space Adminl.-
traiiOD A8tron&ut.
NeU A.rIIUltroo«... .pacear8A oommaad... tor A.poUo XI, July 18-84, 1969-
~. ftnt maa.ned lunar landlq mJulOD-and became the tint man to walk OD
the moon.
cQ>
LAKE MICHAEL COLLINS
DocUoatod to III....." o..wu, 001...01, 0111- 8- AIr roroo, N.tIoaaI
A8J'OD.autioa and 8,... Adm1n.18traUoa Aatraaaat.
The whole world ...toh8d. a.nd ihrilIed to h18 word8 u he 8'tepped onto the lunar Oolonel )(loa..1 Oow.n. MrY8d u 00IDJB8Dd module pllCi4 OD the ApoUo XI
aurfBCe from tha ladder of the lunar module, Eaale, and 8&ld. ~&t'a one amal] mJ.uton, J'uly 18-841, 1988, the Ant ......... hm.... laDcIiDt' lDiNioa.
lltep for a man, one giant lliap for mankind."
On July 80, 1989, HeU Armatoron. completed a two-
bour and forty-mLnute exploratioD of the area of the
mOOD Dear the lunar landinc bue. Tranqu1ll1ty, and
provided an enenalve evaluation of the terrain by
peraO!~al obaenatioD and pbotocTaph8 which wtlI be
of vital importance to future areDeratione.
~_.<:..~.
J,-~
Cq'
~/
ffi:
After exploration of that dnolate, 1ri.ndl-.. world
with lunar module pilot Edwin E. Aldrt.D, Jr., ..ren-
dezvoU8 with the command module, ColumbA&. JIIIIOtied
by Michael CoUina, wu auoceufully acbJ."", 8Dd
the three ..tronauta returned. to e&rth to I'8GIIIh8 eo-
coladea for their altl11 and bravery from people ....
government. througbout the world.
Figure
16
LAKE N.Al'1E PLAQUES
MJch&e1 Oow.n. mamtatned . loa.'" .t8fI .. I11D&1' orbI; &board th. CDDIDaDd
module. Oolumbia. while H8I.1 ~ ... BehriD Aldrb1. Jr., d~ to
the lunar 8urfaoe LD their IUD.,. mod.ule, ......
Ib:bJbttma' oool del1b8rati- 8Dd IUI n:emPlar7 oom-
mand of the JD08t; iDirioate ID.UluaJ. and &Diomaied
tecb.nlqUM. MJoh&el Oow.n. 8ldl1tu11y performed the
re-docldn.. mannv8r'8 D808N&r7 tor him. to be re-
U.D.lted with b1e oompanl,QG8 in 8paoe.
g..J.f'
-i->
. \
T08'8ther 0D08 ........ the three CJ01U'aC8OU uiro-
Dauta returned. to 88I1.b when they .... boDor8d.
by kin. and OOIII.DI.on8l' a.IJk. tor the IIUOO8II8tu1 oom,.
pletton 01 one of the moat per:Ll0U8 jourDey8 of aU
_e.
....., ---
-------
SOIL RECLAMATION
The native soils in the park site contain unusually high
concentrations of elemental boron and salts with underlying
layers of impermeable clay. These conditions render the
land incapable of supporting plant life. Consequently, a
detailed soil investigation was conducted resulting in a
workable method for reclaiming alkaline soils.
The adopted soil reclamation procedure consisted
of the following:
1 . Install a
2. Leach the
water.
primarily
drainage system for leaching basins.
soil extensively with renovated waste
3.
Amend the soil with gypsum or sulfuric acid.
Location
Although the park site, other than the lake areas, to be
landscaped consists of 12.14 ha (30 ac), only 3.24 ha (8 ac)
located at the northwest park boundary was used for soil
reclamation. This area was chosen since it abutted a natu-
ral drainage course and was outside of the lake excavation
and lawn areas, yet easily accessible for soil spreading
purposes.
Structural Description
The leach field essentially was constructed as a rubble
drain over which had been placed soil that could then be
leached of deleterious salts by basin floodingo
Initially 10.16 cm (4 in) diameter perforated vitrified clay
pipes were installed in 15.24 x 15.24 cm (6" x 6") gravel
filled trenches 15.24 cm (6") below existing grade surface
and outletting to the natural drainage with a 0.25% slope
at a 6.10 m (20 ft) center to center row spacing. (See
Figure 17). Over these drains was placed one foot of soil.
49
-------
Then 20.59 kg/m3 (25 tons/ac.ft) of gypsum, a soil amending
agent, was disc harrowed 18.24 cm (6 in) deep into this soil
from perpendicular directions so as to obtain uniformity of
mixing. This operation was performed four times, then
levees 91.44 cm (3 ft) high were constructed on the outer
edges to hold in the leach water. Additional levees approx-
imately 36.68 to 91.38 m (120' to 300') long were placed
6.10 m (20 ft) apart to localize this water in 6.10 m (20ft)
wide basins.
Leach water was applied at a depth of 45.72 cm (18 in) each
leaching cycle. Approximately 8600 m3 (7 ac.ft) of water
was used for each 1230 m3 (1 ac.ft) of soil.
However, this soil reclamation process did not proceed as
quickly as planned, and, in order not to delay the overall
construction program, the soil was spread over the park site
at a depth of 60.96 cm (2 ft) before reclamation was com-
plete.
()
IT.P. EffLueNT ADDED ~
FDR UACNIN6 PIfDCIJS :
, ,t ~
t'- /to-400 LON& .1 ~
G' W~£, ~
(O~III"'IU$l. -;.ft- '!) :-1 Jj- ~
DITC~ LEA&I"1 FI"LD~ ~
~,. Op~
\
.-.I\.L1'yu . . . ~--" ;.t6~ ~ ';'0;;' a ":;;;'-;::"D""~
(". DlA. 1'£~'OIlATED v.C.P. EK/STIII~ tJl'ADI.
DPIIIAI PIP41 20' O.C.
Figure 17 SOIL RECLAl"IATION PROCESS AT PARK SITE
50
-------
The contractor for a succeeding phase of the park construc-
tion project then attempted to complete the reclamation by
discing gypsum into the top 15.24 cm (6 in) of soil over the
park site at a proportion of 20.59 kg/m3 (25 tons/ac.ft).
Irrigation was then reapplied to leach the soil in place.
This attempt was only partially successful because, without
a grass cover, too much of the applied water ran off and
would not enter the soil for effective leaching. Also, much
of the irrigation had to be curtailed so as not to interfere
with the construction of other park facilities.
Leaching and Chemical Data
The criteria for classification of saline and alkali soils
is based on the determination of electrical conductivity and
percentage of exchangeable sodium in the soil. In addition
to excessive salts of sodium and/or absorbed sodium ions,
alkali soils may, as in Apollo County Park, contain high
concentrations of boron.
Boron is essential for plant growth at very low concentra-
tions, but when the concentration of boron in a soil satu-
rate extract sample exceeds one milligram per liter, some
plants fail to grow.
The criteria for acceptable soil for use at Apollo County
Park was as shown in Table 7.
Table 7 AGRICULTURAL SUITABILITY
Maximum Desirable Values
Salinity*
Alkalinity
Boron
*Upon use of
extrsct test
@ 25 C.
2 millimhos/cm @ 25°C
15% E.S.P. (Exchangeable
0.7 mg/l
gypsum as a soil amendment, the salinity
value was increased to 4 millimhos/cm
Sodium Percentage)
51
-------
These values were determined from studies made by
Engineering-Science, Inc. In 1966 this firm was contracted
by the County of Los Angeles to study soil conditions at
the proposed park site under a Federal Water Pollution Con-
trol Administration Grant No. WPD-50-02-65. The results of
the report are detailed in Final Report, Wastewater Recla-
mation Project for Antelope Valley3. Recommendations made
in this study were utilized in the soil reclamation pro-
cesses used at Apollo County Park. Soil test locations and
existing conditions are illustrated in Figure 18 and test
results are tabulated on Table 8.
LAKES
The main feature of Apollo County Park is the aquatic rec-
reation facilities that center about three lakes. The
renovated water stored in the lakes not only provides the
community's recreation needs and the park's irrigation and
fire fighting source, but also will serve as a new source
of water for new industries and the gradual reclamation of
the nearby undeveloped marginal land.
General Design Features
The three lakes are named Buzz Aldrin, Mike Collins, and
Neil Armstrong, in honor of the Apollo 11 astronauts who
were members of the first lunar landing team. Covering
approximately 10.52 ha (26 acres), the lakes contain
307,000 m3 (81 million gallons) of renovated water and are
4.57 m (15 ft) deep at the lowest point. Lake Armstrong
has one island approximately 21 m wide x 49 m long (70' x
160'), located centrally about 43 m (140') off the south
lake shore. Lake Collins has three islands approximately
18.29 m wide x 43.89 m long (60' x 144') located 12.19 m
and 18.29 m (40' and 60') from the shoreline. All islands
are irrigated with reclaimed water and are landscaped with
ground cover, shrubs and trees.
52
-------
.
s
.
:5
LAKE NEIL ARMSTRONG
LAkE Hili V
I
J
- LEGEND-
.-APPROXIMATE SAMPLE LOCATION
Figure 18 SOIL TEST LOCATIONS AT PARKSITE
Table 8 AGRICULTURAL SUITABILITY TEST RESULTS FOR SOIL
Salinity Boron
millimho/cm ppm
1 3.0-4.5 4.5-6.05
2 4.0-6.5 12.7-22.20
3 5.1-7.0 7.20-11.30
4 3.6-4.5 2.40-2.54
5 4.7-6.5 6.00-8.05
6 6.5-6.1 8.70-19.80
7 (2) 5.7-7.5 4.59-10.60
Desirable 2.0 (3) 0.70
(1) Exchangeable Sodium Percentage
(2) All test samples taken at 15.24 cm (6-inch) depth
except the 30.48 cm (12-inch) depth at location No.7.
(3) Upon use of Gypsum as a soil amendment, the salinity
extract value was increased to 4.0 millimhos/cm.
Location
Alkalinity
% ESP (1)
7-13
15-18
17-23
8
12-15
15-23
4-5
15
53
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Access to the islands is by boat but the southern island in
Lake Collins is also accessible by raft. To enhance the
use of the lakes as a fish hatchery, several fish shelter
areas were constructed in the three lakes. These fish
shelters are described in detail in this Section under
"Fishing" .
One of the design features for the lakes is that the water
within the lakes can be circulated. This is normally ac-
complished in the pump house when water is withdrawn from
the lakes for irrigation purposes or by use of a circula-
tion pump. Circulation of lake water can also be accom-
plished by the opening of an overflow culvert between Lakes
Armstrong and Collins, by the opening of drain structure
valves located at each lake, or by lake water passing
through open stop log structures.
Pump House and Controls
The pump house containing the main water control works is
in a central location between the three lake areas. These
control works, as shown in Figure 19, regulate flows to
and pump water from each of the lakes. The main control
works including pumps, electrical, and gauging equipment,
and a laboratory for on-site testing of water samples are
housed in the structure. A standby fire pump, a sprinkler
system pump, and a recirculation pump are provided.
All pumps are vertical turbine units with 1760 rpm, 60
cycle, 3 Ph, 460 V. everseal encapsulated electric motors.
The recirculation pump is single stage with a 20.32 cm (8")
discharge, 20.32 cm (8") column, and is driven by a 10 HP
motor. The sprinkler pump is 6-stage with 20.32 cm (8")
discharge, 20.32 cm (8") column and is driven by a 60 HP
motor. The fire pump is 2-stage with 25.40 cm (10") dis-
charge, 25.4 cm (10") column, and is driven by a 150 HP
motor. The design features are tabulated in Table 9.
54
-------
1:}1
1:}1
TO IRRIlA110N HODS
-
A.C.P.
Figure 19 APOLLO COUNTY PARK DIAGRAMATIO
LAYOUT OF PUT1P AND VALVE CONTROLS
-------
Table 9 Pill1P FLOW CHARACTERISTICS
APOLLO COUNTY PARK CONTROL FACILITY
RECIRCULATION Pill1P
Capaci ty Head Minimum Maximum
Lisee £ill1!!. m. ft. Bowl Eff. C%) B.H.P.
22.1 350 16.8 55 62 7.7
45.7 725 13.7 45 80 10.2
56.8 900 9.1 30 76 9.0
SPRINKLER Pill1P
Capaci ty Head Minimum Maximum
Lisee £ill1!!. m. ft. Bowl Eff. C%) B.H.P.
37.8 600 85.3 280 81 53
50.5 800 71.6 235 80 60
63.1 1000 50.3 165 72 58
F IRE PUMP
Capacity Head Minimum Maximum
Lisee £ill1!!. m. ft. Bowl Eff. C%) B.H.P.
157. 7 2500 57.3 188 76 158
189.2 3000 52.7 173 80 165
220.8 3500 43.9 144 81 165
In an emergency, each pump can be used for another purpose
by a manifold system located within the pump house; also
as shown in Figure 19, water is available from any lake by
the use of interconnected drain structure.
Pump No.1 is manually used when circulation in the lakes
is necessary. This recirculation pump draws water direct-
ly from Lake No.1 drain structure which is then discharged
to Lakes No.2 and 3 drain structures as shown on Figure
19. By the opening or closing of the proper slide valves
in the drain structures, water may be regulated to any lake.
56
-------
Pump No.2 supplies irrigation and fire protection to the
immediate park site. This pump draws water in the same
manner as Pump No.1 and conveys it through 20.3 cm (8")
asbestos cement pipes to the park fire hydrants and irriga-
tion system. This pump is pressure controlled and is
further described under "Irrigation".
Pump No.3 is primarily a fire protection system pump for
the General Will. J. Fox Airfield. Water from this pump flows
directly to the airfield, but a by-pass valve also permits
the use of this pump as an auxiliary pump for park irriga-
tion. Pump influent water is normally drawn from Lake
No.2 drain structure. However, as shown on Figure 19, by
the opening or closing of the proper slide valves in the
drain structures water may be drawn from any lake.
All pumps are controlled from a panel board located inside
the pump control building. The panel board contains an in-
tegrated hydraulic and electric pump control system. Pumps
No.2 and 3 are controlled by manual switches that select
either automatic or hand operation cycles for pump use.
Automatic cycling permits starting and stopping of pumps on
pre-set pressures. Both automatic cycling systems are
transferable, since a manual plug system has been installed
for this purpose. Pump No, 1 has only a manual control
switch. Under automatic control, Pump No.2 will start when
pressure in the pipe system drops to 5.98 kg/cm2 (85 psi)
and stop with a rise in pressure to 8.44 kg/cm2 (120 psi).
During fire hydrant use a drop in system pressure to
3.87 kg/cm2 (55 psi) will cause the controls to shut down
the irrigation system and it will remain down until the
pressure returns to 5.27 kg/cm2 (75 psi). A drop to 1.41
kg/cm2 (20 psi) in this system will lockout the pump and
57
-------
operate a red alarm light. At this time the pump can only
be operated by manual resetting.
Pump No.3 will automatically start at 4.22 kg/cm2 (60 psi)
and shut off at a rise to 7.03 kg/cm2 (100 psi). A drop in
system pressure to 2.11 kg/cm2 (30 psi) automatically locks
out the pump and operates a red alarm light. This emergency
cut out condition requires manual resetting before the sys-
tem can be operated again.
Lake Linin~
Although the park site, an abandoned borrow pit, originally
contained ponded water, excavation of the lakes opened sand
lenses which required lining of the lakes. The lining
ultimately installed was a O.254mm (10 mil) polyethylene
material with 30.48 cm (1 ft) of soil cover for puncture
protection. The seaming of this polyethylene material was
accomplished with waterproof pressure sensitive polyethylene
tape and adhesive. To ensure against seam separation each
seam was placed within a 30.48 cm (1 ft) accordian fold that
consisted of 91.44 cm (36 in) of material. This was calcu-
lated to protect the liner from soil movement or earthquake
action.
The liner was secured to the lake shore by lowering the
liner edge 60.96 cm (2 ft) then looping it up to the sur-
face so as to have a slug of soil as an anchor. As a seal
and to increase the liner anchorage a soil cement concrete
pad was placed over the liner edge and abutting against a
gunited lake embankment protector as shown in Figure 20.
Bank Protection
For protection against bank erosion, a 1.22 m wide, 7.62 cm
thick (4' x 3") wire mesh reinforced gunited concrete pad
was constructed around the lake edge. Contiguous and
58
-------
SLOPE
PROTECTION
a.x~ - '~D WW~ 1l.'AI"O~C~O
(7"AlIT. "'ozzL4 FIAlI.H..
TYPICAL CROSS SECTION OF
LAKE EMBANKMENT
OF 6flltNl (EI. 'J~34.0)
st
MAX. wIJrEIi Sill/FACE (~/. ~"2'.O)
OIlIG. GfiO/J"'D $/J/C'FACI!
(~/. Z~Z7j)
EI. 2317.0
(f)q~/'" ELEV~T/O'" 2B15.0)
-...
Figure 20 TYPICAL LAKE EMB.ANIIT1EN"T
AND SLOPE PROTECTION
59
-------
interiorly concentric to this
(8 ft) by 15.24 cm (6") thick
erosion pad that also doubled
liner. (See Figure 20).
pad was constructed a 2.44 m
soil cement low water level
as anchorage for the lake
Lake Separations
Each lake can be separated from the others by closing stop-
log structures that are located at lake interception points,
enabling individual lakes to be drained or filled when
necessary for the research and study program. This would
enable the setting and maintaining of controlled environ-
mental conditions in individual lakes and also the mainte-
nance of a control lake for comparison purposes. The
structures contain 20.32 cm x 30.48 cm (8" x 12") concrete
logs that are piled on top of each other to form a seal
wall. Overflow structures that connect to the natural
drainings outside the park complete the lake protection
devices.
Other Design Considerations
The lake embankments from the top elevation to the below
water elevation consists of a lawn, swale, bare area,
gunited and soil cement slope protection, and lastly, a
plastic liner protected by 30.48 cm (1 ft) of soil cover.
Since the lawn contains natural and supplemented nutrients,
the swale, a 1.22 m wide by 15.24 cm (4' x 6") deep ditch
around the lakes, is designed to capture surface run-off
that might transport these algae and weed-promoting nutri-
ents to the lakes. Therefore, the bare area is used as a
buffer zone between the lawn and lake so as to provide an
area comparatively free of nutrients.
The gunited and soil cement areas are primarily for water
erosion prevention, although they also provide a surface
not conducive to water vegetational growth.
60
-------
To prevent stagnation, the lakes have been constructed with
a series of drain structures, inlets and overflows that
allow free circulation of water by regulation of inflow
and/or drain flow. This elimination of stagnation coupled
with the vegetation control reduces the chance of insect
growth.
LANDSCAPING
Plants selected for Apollo County Park were chosen not only
for their tolerance to alkaline soils, but for adaptability
to extremes in temperature since the area is characterized
by wide swings in temperature, both between summer and
winter and between day and night. In the Lancaster area
winter lows of -14.4° to -17.80C (6° to OOF) have been
recorded, although from December through February the mean
daily minimum ranges from 0° to 4°C (32° to 40°F). Also,
high summer temperatures above 43.3°C (110°F) have been
recorded. On the average, there are 110 days with tempera-
tures above 32.20C (90°F) and in the winter 80 to 85 nights
with temperatures below OOC (32°F). Freezing nights are
often followed by days of 15.6°0 (60°F) mean temperature.
Therefore, climate was one limiting factor in the selec-
tion of plants that would grow satisfactorily at the park
site.
The primary hazards of the climate are late spring frost
and the desert winds. If winter soil moisture is not
adequate, winter wind and bright sunlight can combine to
kill normally hardy evergreen plants by desiccation.
Since the area has a highly saline alkali soil, salinity
and alkalinity were also important factors in choosing suit-
able plant species for the park. Saline soils contain an
overabundance of salts, which in high concentration damages
61
-------
plants. Salts containing sodium or chloride are particu-
larly injurious to ornamental plants.
Ground Cover
The lawn areas were prepared by finishing the grade without
humps and hollows to enhance water drainage and by removing
all roots and stones larger than 2.54 cm (1 in) in diameter.
Organic fertilizer was uniformly distributed to approxi-
mately 2.54 cm (1 in) depth and disced parallel to contours
15.24 cm (6 in) into the soil. The lawn areas were floated
smooth to present a neat uniform appearance and grass seed
evenly drilled into the soil with a Brillion type seeder at
the rate of 24.41 gm/m2 (one pound per 200 sq. ft.). On the
islands seed was distributed at the rate of 16.81 kg/ha
(15 Ib/ac) for Mt. Barker strain clover and 560 gm/ha
(12 Ib/ac) for Lupinus Blue Bonnet.
Shrubs and Trees
Trees and shrubs are known to be sensitive to salinity.
However, with gypsum in the soil (to replace Na+ and K+
ions with CA++ ions) these plants will then tolerate elec-
trical conductivity up to 4 millimhos per cm.
The special plants chosen for Apollo County Park are as
indicated in Table 10.
Plant pits for shrubs were excavated three times wider than
the ball width and twice as deep as the root ball height.
Backfill consisted of soil from the plant pit mixed with
1.48 kg/m3 (~h Ib/yd3) of urea formaldehyde, 4 cans of
sludge and 8 cans of redwood shavings. The measuring can
being the container within which the plant was received.
The pits were backfilled until the shrubs were at natural
growing height after settlement. A 1.22 m (4 ft) diameter
water basin was constructed around each plant. This was
62
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Table 10
LISTING OF SPECIAL TREES AND SHRUBS
USED IN .APOLLO COUNTY PARK
Size Scientific Name
18.92 1 (5 gal.) Cortaderia Selloana
" " Dodanaea Viscosa Purpurea
" " Juniperus Chinensis Torulosa
" " Juniperus Chinensis Mint Julip
" " Nandina Domestica
" " Pinus Mugo Mughus
" " Euonymus Japonica Grandiflora
" " Elaeagnus Pungens
" " Xylosma Senticosa
Flat Size EurYmus Fortunei Coloratus
56.78 1 (15 gal.) Olea Europaea
" " Roginia Pseudacacia
18.92 1 (5 gal.) Juniperus Chinensis Pfitzeriana
56.78 1 (15 gal.) Lagerstromia Indica
18.92 1 (5 gal.) Abelia Grandiflore
56.92 1 ( 1 5 gal.) Plantauus Acerifolia
" " Cedrus Deodora
18.92 1 (5 gal.) Fraxinus Velutina Glabra
" " Pyracantha Coccinea Lelandi
" " Catalpa Bignonioides
" " Celtis Australis
56.92 1 (15 gal.) Cupressus Glabra
" " Melaleuca Linarifolia
" " Pinus Halepensis
18.92 1 (5 gal.) Pistachia Chinensis
" " Ulmus Parvifolia "Drake"
" " Prunus Cerasifera Blireiana
56.92 1 (15 gal.) Calocedras Decurrens
63
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accomplished by fOL~ing a 7.62 cm (3 in) high berm around
the plant 1.22 m (4 ft) in diameter and filling this area
with two cans of mulch. The mulch having been prepared by
mixing equal parts of nitrogen stabilized standard commer-
cial brand redwood shavings, containing 1% added nitrogen,
and peat moss. Ten pounds of calcium nitrate was later
mixed with each 2.83 m3 (100 ft3) of mulch.
Plant pits for trees were excavated 1.22 m (4 ft) square and
60.96 cm (2 ft) deep. This excavated soil that was previ-
ously reclaimed was used f0r backfill. An additional
30.48 cm (1 ft) was excavated from the tree pit and mixed
with 12.70 kg (28 Ib) of gypsum and 0.113 m3 (4 ft3) of
sludge. The tree was centered in the pit, backfilled,
staked, and mulched as described for shrubs. See Figure 21
for the typical method of planting trees. In addition, two
10.16 cm (4 in) diameter perforated pipes 91.44 cm (3 ft)
long were placed vertically in the pit and filled with gra-
vel to aid in watering.
All lawn areas were seeded with the grass seed mixture
shown in TablelL
Irri~ation
Irrigation water is pumped from the lakes as needed depend-
ing upon the season by clock-regulated area valves. The
opening of an area valve activates a pressure-sensitive
switch that at a drop in water pressure to 5.98 kg/cm2
(85 psi), starts the irrigation pump and shuts it off at
8.44 kg/cm2 (120 psi). For safety reasons, should fire
hydrant demand cause the system pressure to drop below
3.87 kg/cm2 (55 psi), all sprinkler control panels are
automatically shut off and continue to be off until the
pressure returns to 5.27 kg/cm2 (75 psi). A pressure drop
64
-------
~..J WIRE
~~ '- GARDEN HOSE
IC)~
~~ 2"/JIA. LODGE POLE
14:14: PINE STAKE
"" " HARDWARE CLOTH
g~ ~
~ C) (STAPLED a 12.o.C.J
~~ ,I
~~ II) 4' I. DIA. AND 3. HIGH BERM
5!5! . ---!"
GROUND LINE
II 2-
II 4.DIA. GRAVEL FILLE/J,PERFO-
II
II RATED, WATERNG PIPE (2 J
"
II
"
"
. ,
/JIICKFI.L "
ELEVATION LIMITS OF 4'x4' CUT a FILL
HARDWARE CLOTH
4- PIPE BACKFILL' TOP 2' AS IS. BOTTOM
I'MIXED WITH 28 LBS. GYPSUM a
4 CIJ. FT. OF SLt.OGE.
GARDEN HOSE:.
WIRE TREE
2. DIA. LODGE POLE
o PINE STAKE (3J
PLAN
Figure 21 TYPICAL METHOD OF PLANTING TREES
(High Wind and Adverse Soil Conditions)
Name
Red Top
Bermuda
Kentucky Blue
Newport Blue
Table 11 LAWN SEED FOR PARK
Proportion
By Weight
20%
20
30
30
65
Purity
92%
98
85
98
Germination
85%
85
75
87
-------
to 1.406 kg/cm2 (20 psi) activates an emergency alarm light
and locks out the pump.
Water from the pump is first put through a strainer and
sand extractor unit. This unit consists of a 20.32 cm
(8 in) diameter semi-steel housing with a 2.38 mm (3/32")
monel strainer and a 20.32 cm (8 in) centrifugal type sand
separator. Then the water courses through 20.32 cm (8 in)
main feeders to 10.16 cm (4 in) secondary feeders that are
controlled by five independent sprinkler control panels.
Each panel controls the irrigation of a portion of the park
and contains individual timed circuits which control irri-
gation in sub-sections.
Sprinkler heads, approximately 335,
critical points with vertical check
rotating pop-up variety.
are protected at
valves and are of the
ON SHORE RECREATIONAL FACILITIES
Development around the lakes includes an Apollo 11 Capsule,
picnic areas, playgrounds, camping, hiking, and wildlife
viewing. See Figure 14 for the development plant of Apollo
County Park and the locations of these facilities. Park
facilities are pictured in Figures 22 and 23.
Apollo 11 Capsule Building
On December 31, 1971, the Los Angeles County Board of
Supervisors made a request for a five-year loan of the
"Apollo Command Module True-Size Replica" from the
Smithsonian Institution for display at the Apollo County
Park. This request was granted and in 1973, upon comple-
tion of a suitable structure to house it, the module was
transported from the Downey, California, North American-
Rockwell plant, where it was stored. This structure was
designed to provide the necessary security, maintenance
66
-------
CONCESSION
BUILDING
:t
J.
:!-,4;'
~ --
-. . . --, '.~~._. ~ -..- ..?~~
PUl"IP AND
CONTROL
BUILDING
..
..
.
,..y"':'";
...~,.....:.. ..
~
.... ~'''''''''''''io''-'';
.r~~~
TYPICAL
MULTIPLE
PICNIC SHELTER
.
~."
. ~-.
~
-~
,
::JE"r-.~ ,~
.'
[
FISH CLEANING
BUILDING
Figure 22
PARK FACILITIES
67
-------
-..... .. . ...~. .-
!E5::-
- -.
ENTRANCE
and
SERVICE
BUILDING
.,IP'~".:.'"
...... ,
. ."''''- -i-
!!i ;~
~
~ "'~," i. .
~\:,."~
~
; =.. .-.t"'''4 ~'I;"""-i'
-.
TYPICAL
PLAYGROUND
-JJ\........... ~
I ,
, ... ~ '"'\
-- '~"'I" A-Jtd..~ tT' I
,I. ~:.::L'..] '- ,. /~ "
~ "-
.~
ENTRANCE
SIGN
..,,~.
--,
---
TYPICAL
RESTROOM
....
../
- , T'\cMf~~~ .
-~. - ;1
-~~:.~~~..:' 'i.:~t~;Ji~f~~~ ';' :':..~
Figure 23
PARK FACILITIES
68
)'4
-------
against deterioration, destruction, or damage, and the max-
imum display of the module. (See Figure 24).
Picnicking Facilities
Picnic facilities are divided into family and group types.
Basically each is a pergola consisting of a cluster of
4.57 m by 4.57 m (15' x 15') shelters containing picnic
tables. The family picnic pergola consists of three shel-
ters arranged to form an ell. The group picnic pergola
contains groups of shelters in lots of 7, 8, or 9. The
shelter is constructed by placing tinted asbestos-bonded
galvanized steel V-beam sheets over roof beams that are
connected to columns over a concrete slab.
Picnic tables within the pergolas are constructed of
Douglas Fir and concrete. Ooncrete is used for the table
legs while varnished Douglas Fir 7.62 cm x 20.32 cm x
2.13 m (3" x 8" x 7') planking is used for table surface
and seating purposes. Each pergola is serviced with pipe
mounted barbecue stoves and trash containers.
Oamping Areas
Apollo Oounty Park contains two overnight camping areas.
These areas are located in the center of the park between
the lakes and cover approximately 1.01 ha (~h ac). Day-
light camping is allocated on first come basis but over-
night camping is by reservation only. Each campsite is
serviced with barbecues, tables, 'and trash containers.
Playgrounds
As shown on Figure 15, Development Plan, Apollo County Park,
the three playgrounds are constructed in the park and they
are based on space travel, pioneer, and nursery rhYme
themes. All playgrounds contain arch swings. The space
travel playground has a geodesic climber, rocket, scout
69
-------
,
.
sc,,~, ~'.. 1'-0"
Figure 24 APOLLO CAPSULE COMMAND MODULE
AND BUILDING AT PARK SITE
70
:,j
-------
rocket, and radar tower. The pioneer playground has a
prairie schooner, corral, frontier outpost, and a cactus
climber. The nursery rhYme playground has a superbug, billy
goat gruff, spider climb, old-woman-in-the-shoe, and a
scarecrow swing.
Amphitheater
An amphitheater has been constructed to provide an area for
groups to give plays, recitals, or hold meetings. This
amphitheater makes use of a lawn slope for seating pur~oses.
Audience seating is for approximately 200 people and the
stage provides a 253.15 m2 (2,725 ft2) concrete slab floor
work area. Two-thirds of the stage front is available for
presentations while the back one-third is used as a screened
area for stage preparations. Other features are a fire pit
and a concrete block dividing wall with flagpole, banner,
and torch inserts.
WATER SPORTS--AQUATIC RECREATION
Aquatic recreation at Apollo County Park is limited to non-
body contact water activities at this time. These include
a ferry raft ride, boating, and sport fishing. Each of
these facilities is discussed in detail in the following
paragraphs.
Raft
For the enjoYment of the children and also for transporta-
tion to the most southeasterly island in Lake Mike Collins,
a 5-man capacity Tom Sawyer type raft has been constructed
with docking ramps and tow rope. The ramps are float-
mounted and therefore adjust automatically to rising or
lowering of the lake level. Six life rings are provided
for safety purposes, two on each ramp and two on the raft.
Also security gates are provided on the raft and ramps, and
71
-------
an emergency paddle for propulsion should the two ropes fail.
See Figure 25.
Boatin~
Accommodations for a maximum of 70 boats have been provided
for the lakes. All boats are to be furnished by a conces-
sionaire. These boats can be canoes, paddle wheelers, row-
boats, or sailboats. No boat with a motor is permitted on
the lakes. A concession building is provided for the
maintenance and operation of the boating cQncession.
A boat dock with capacity for tying up 70 boats is located
on the westerly shoreline of Lake Edwin "Buzz'! Aldrin. See
Figure 26, Boat Dock Facilities at Park. The boat dock is
a tee-shaped concrete pontoon structure with concrete slab
walk surface. Six concrete piles secure the boat dock from
drift and a boarding ramp provides access.
-rOW {lCPe.
RAFT
tlCCESS RAMP
(I06/.1rtC#lt. £#lCI-I E Alo)
WIiTEte 1..1/.16
Figure 25 FERRY RAFT AND ACCESS RM1P AT PARK
72
-------
,.>..
...G.~
GAN6HI4Y
24" DIA. PfL£
1 r-2'-6'"
fryp.)
16.'
"'24" OIA. /IN.D 82'-9" DC
.l..
~
I
~LAN
G~
~
I
L
~
'"
L
~"O"LC
, -. :-~.
--''''''''
I
-~I""
Figure 26
BOAT DOCK FACILITIES AT PARK
73
-------
Fishin~
One of the more important aspects of the overall project
was to provide a renovated wastewater quality which would
support a sport fishing program. The fishing program rec-
ommended by the California Department of Fish and Game was
to introduce warm water fish such as bass, sunfish, and
catfish which would reproduce and maintain themselves. Al-
so, to supplement the native fish, it was planned to plant
trout in the colder months and catfish in the warmer months.
This plan would support a good year-round fishing program
and draw people to the park facilities.
To maintain a native warm water fish population, it was
necessary to provide special fish shelters, hideaways, and
spawning areas. The location and types of these facilities
are shown on Figure 27. It was also necessary to install
adequate fish screening facilities at pumping and flow
regulation structures. In addition, the California Depart-
ment of Fish and Game recommended that to ensure the
survival of the young fish, aquatic plants should be main-
tained in certain locations.
As soon as water was available in two of the lakes, which
was in early 1971, the initial planting of adult fish took
place. These consisted of 100 Largemouth Black Bass, 50
Red-Ear Sunfish, and 20 Channel Catfish. To determine if
trout could survive in such waters, especially during the
warmer summer months, 100 small Rainbow. Trout were intro-
duced to the lakes in December, 1971. An additional plant-
ing took place in March of 1973 and consisted of 5,200 baby
Channel Catfish. This information is tabulated in Table12,
which also shows the average length and weight of the fish.
It was determined that a fishery could be maintained in the
lakes sufficient to make available for harvest each year at
74
-------
---
l
---
---
LEGEND:
(-, 12M DIA. ROCKBED WITH 8CM LAYER OF 2.5CM TO
"J 5.0 CM DIA; ROCK
- LENGTHS OF 25,20,10 CM(IO~ 8";4") DIA.CLAY PIPE
. 4.6 X 6.1 M ROCKBED- 2.5 M FROU SHORELINE WITH
8 CM LAYER OF 2.5 TO 5.0 CM OIA ROCK
Figure 27 SPECIAL FISH HABITAT FACILITIES
Table 12 FISH STOCKED IN
APOLLO COUNTY PARK RECREATIONAL LAKES
Average Average
Type Date length Weight Number
(em) (~s~ of Fish
Largemouth Black Bass
(Micropterus Salmoides) 3-16-71 30.5-35.6 350 100
Red Eared Sunfish
(Leapomis Microlophus) 3-3-71 15.2 90 50
Channel Catfish 3-3-71
(Ictolurus Punctatus) 3-3-71 40.6-50.8 1010 20
Rainbow Trout
(Salmo Irideus) 12-22-71 10.2-15.2 70 100
Channel Catfish
(Ictalurus Punctatus) 3-1-73 10.2-15.2 65 5200
75
-------
least 2495 kgs (5,500 Ibs) of Channel Catfish, 45 kgs (100
Ibs) of Largemouth Black Bass and Red-Ear Sunfish per sur-
face acre, and 0.45 kg (lIb) of Rainbow Trout for each
trout angler-day. To maintain such a fishery, the follow-
ing program was established.
1.
Plant trout of a catchable size, including some
fish of over one pound to provide additional angler
interest. At least 9750 kgs (21,500 Ibs) of trout
should be planted each year to maintain this
program.
2.
Plant catfish
native stock.
of catchable size to suppl.ement the
At least 2495 kgs (5,500 Ibs) of
planted each year.
catfish to be
3.
Plant other warmwater fish as necessary to maintain
the fishery.
4.
Plant, as necessary, natural fish food sources.
Construct additional fish environmental facilities,
if required, to maintain the warmwater fishery.
5.
All fish planted were recommended by the California
Department of Fish and Game because of their propagation
abili ties (other than Rainbow' Trout), fast growing and sur-
vival rates, and their good eating qualities.
Minnows (Gambusia) were also introduced to the lakes as a
food source for the larger fish and to help regulate insects.
However, the lake's support of natural food sources, espe-
cially daphnia among the several crustaceans, is sufficient
for the fish.
To enhance the sport of fishing, the park is provided with
76
-------
a floating fishing pier,
cession building for the
food, and boat rentals.
fish-cleaning building, and con-
sale of bait and fishing equipment,
The fishing pier as shown in Figure 28 is constructed in the
same manner as the floating boat dock, but the entire peri-
meter is fenced in with a handrail for safety purposes.
The fish-cleaning building, an open structure with red clay
tile roof, provides a means for cleaning fish and disposing
of fish garbage. See Figure 22, for a photograph of this
structure.
Refer to Section VIII for further information on the results
of the fishing program.
MISCELLANEOUS CONSTRUCTION
Drinking Fountains
Potable water for the park is secured from the water supply
system of General William J. Fox Airfield. The potable
water conveyance system, consisting of approximately 1060 m
(3500 ft) of 15.24 cm (6 in) diameter asbestos cement pipe
delivers water to the park.
Drinking fountains were provided and are strategically
located throughout the park. These fountains are connected
to the on-site domestic water supply system consisting of
approximately 2100 m (7,000 ft) of 10.66 cm (4 in) diameter
asbestos cement. Each drinking fountain contains a faucet
for filling of canteens, cups, and pails. For details, see
Figure 29. The drinking fountains were placed so that irri-
gation water (renovated wastewater) would not come in con-
tact with them for further public protection.
77
-------
.~
I '
I I
I SLoPE. I
I 4:1 \
\
./" .
FLOATIN6 FISHING PIER /"
L-104'
\
,/
,,1'/
/'l
---
/'"
-'
.-
..-....../
..~.. /
...,., .-
f .. ..9
o .Z7'
OG~ .-
.L! - /"
PLor PLAN
FILL
FLOiITM
F~ ,."
L -/04'
EL ~ . ~n.,UI.,
I .
I t ~
~20.S'-+-.u,---1
TYPo I
.$'
1
MI?uVo UNE
P"OFIL E
...
Figure 28
FISHING PIER AT PARK
78
",4
-------
JrtotlNr4'''' B/)!!Lt~ NtilO
6'
.. '.,
~t;~ L~~~iE~:)
44.4
....
44....
..",.,..'
..P' '.r
"'"
~
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.
....Ii'
- ---1. ~
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II ...1
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,
"
"
~
.
. .
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NO SCtJLE.
10" IJ. C. PIPt.
24"'124" CAST "DIo/ O~ATE
COlJflSE flOCI<
,'" "''':..'
..- ".'
,. . . ..
,,~, ."
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~
.
"
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-':. :. ~-.: =- ~~"":.~ ':. -:.,--""; ;- -------"':. - --. ~ 4"":;:-
-- . ~ i &' LI!VEL.
5' LEvEL.
Figure 29 TYPICAL DRINKING FOUNTAIN AT PARK
Sanitary Facilities
In addition to the restrooms provided in both the service
building and the concession building, six comfort stations
were constructed for public use. These stations were con-
structed of tinted concrete block and have overhang style
red clay tile roofing. Serving these facilities are the
domestic water supply system as described under drinking
fountains, and the on site sewage system. The sewage system
consists of 1130 m (3700 ft) of 20.32 cm (8 in) diameter
vitrified clay pipe which connects to a 38.10 cm (15 in)
off-site sewer that ultimately outlets to the Sanitation
District No. 14 trunk sewer system.
Fire Protection
Fire protection for park facilities is afforded by Fire
hydrants located every 152.40 m (500 ft) or less along the
interior road. These hydrants are connected to the park
irrigation system which draws water from the lakes by means
of the pumping facilities as described previously. This
fire protection system was designed and constructed in
79
-------
compliance with the requirements and regulations of the Los
Angeles County Forester and Fire Warden.
Lip:;htinp:;
Lighting of the park area is accomplished by use of 250 and
400 watt mercury vapor lamp fixtures. These lamps are con-
trolled by time switches housed in a weatherproof switch-
board located at the comfort station just north of the Pump
Control Building. All lamp fixtures are spaced approxi-
mately 73 m (240 ft) apart and are 5.79 m, 7.62 m, or 9.14 m
(19', 25', or 30') high with 1.22 m (4 ft) arms.
Roadways, Parkinp:; Lot and Walkways
As a part of the park development, an access road from the
entrance of Gen. William J. Fox Airfield to the Park en-
trance was constructed. This road is approximately 960 m
(3150 ft) long and 7.31 m (24 ft) wide and was constructed
of 5.08 cm (2") asphaltic concrete on 20.32 cm (8") of
aggregate subbase. Additionally, approximately 2040 m
(6,700 ft) of interior roads ~ constructed along the lakes
as indicated on Figure 15. These interior roads are 3.66 m
(12 ft) wide and consist of 5.08 cm (2") asphaltic concrete
on 7.62 cm (3") gravel base, placed between 15.24 cm x
15.24 cm (6" x 6") concrete headers. Walkways to facilities
such as the concession building, the fishing pier, the boat
dock and the capsule building are also provided. They were
constructed of the same material as the interi0r reads.
The parking lot, located at the park entrance, provides 196
parking spaces. It is constructed of 7.62 cm (3") asphaltic
concrete on 15.24 cm (6") rock base. An additional unpaved
parking area located at the northeast corner of the park
site has been reserved for future parking.
80
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SECTION VI
DETAILED CONSTRUCTION AND RESEARCH COST DATA
GENERAL
The total cost of the Antelope Valley Waste Water
Reclamation Project consists of four basic components:
1.
Renovated Water Conveyance System--A pipeline to
carry the renovated water from the tertiary treat-
ment plant to Apollo County Park (2 contracts).
Tertiary Treatment Plant--An additional treatment
facility located at the County Sanitation District
No. 14 Site (1 contract).
2.
3.
Apollo County Park--Complete development of an
aquatic park (6 contracts).
4.
Research and Development--Pilot plant, soil recla-
mation, fish pathology and other studies performed
from 1964 through 1968 and the final research at
the full-scale demonstration facilities from 1964
through 1973.
The location of the various facilities is shown on the map,
Figure 3.
Nearly all of the contracts involved were "lump sum" and,
therefore, actual component costs cannot be determined.
However, where these cost breakdowns are known and meaning-
ful, they are indicated.
Figure 6 indicates the construction contracts involved,
the length of time for each contract, and the construction
contract cost. Table 13 is a summary of engineering, con-
struction and research costs.
81
-------
Table 13 COST SUMMARY
00
t-:i
Engineering Construction Total
$ % $ % $ %
TERTIARY TREATMENT PLAN~ 36,455.15 1.9 222,450.82 8.9 258,905.97 10.8
RENOVATED WATER
CONVEYANCE SYSTEM 7,840.32 0.3 119,362.45 5.0 127,202.77 5.3
APOLLO COUNTY PARK 230,581.67 ~ 1,768.433.19 74.6 1,999,014.86 83.9
TOTAL FACILITY COSTS* 274,877.14 11.5 2,110,246.46 88.5 2,385.123.,60 100
TOTAL RESEARCH AND
DEMONSTRATION COSTS 481,000.00 -0- 481~OOO.00
--
TOTAL PROJECT COSTS* 755,877.14 26.4 2,100.246.46 73.6 2,866,123.60 100
*Overhead costs of $79,876.20 not included
-------
Engineering and incidental costs shown in the following cost
data include Administration, Supervision, Design, Specifica-
tions, Contract Preparation, Surveys and Inspection.
REISfOV ATED WATER CONVEYANCE SYSTEM
Phase I - January to April 1968
Construction of 2185.42m of 30.48 cm
(7170 feet of 12-inch) Asbestos Cement
Pipe with all appurtenances.
Contract Cost
Engineering and Incidentals
PHASE 11- May to October 1968
Construction of 4213.86m of 30>48cm
(13,825 feet of 12-inch) AsbeJtos Cement
Pipe with all appurtenances.
Contract Cost
Engineering and Incidentals
Total Cost of Renovated Water Conveyance
System
TERTIARY TREATl'1ENT .t'LANT
Construction from May 1968 to August 1969 of a
Tertiary Treatment Plant, including Reinforced
concrete Structures, Concrete-lined Ponds,
Frame and Stucco Building, and all Equipment.
Contract Cost
Engineering and Incidentals
Total Cost of Tertiary Treatment Plant
APOLLO COUNTY PARK
General Development - Phase I
April 1969 to April 1972
Lake Excavation, Gunite Bank Protection,
Fish Spawning Beds, Initial Soil Reclamation.
Contract Cost $359,631.59
Pump House, Pumps and Motors,
Control Piping, Stop Log and
Drain Control Structures
Contract Cost
$148,170.00
83
$51,810.45
4,859.26
$ 67,552.00
2,981.06
$127,202.77
$222, L~50. 82
36,455.15
$258,905.97
-------
Sprinkler and Fire Fighting Systems,
Roadways and Parking Lot, Fencing,
Initial Landscaping including Land-
scaping Rock, and Electrical Work
Contract Cost
Total Contract Work
Engineering and Incidentals
$185,899.24
Off-Site Interceptor Sewer-
May 1970 to September 1971
Construction of 3352.80m of 38.10, 45.72,
53.34 and 60.96 cm (11,032 feet of 15-,
18-, 21- and 24-inch) Vitrified Clay Pipe
Interceptor Sewer with all Appurtenances
Contract Cost
Engineering and Incidentals
General Development - Phase II -
June 1970 to September 1971
Service Building and 6 Comfort Stations
Contract Cost
31 Security lighting poles and
Electrical Work
Contract Cost
Park Sewerage System and Domestic
Water System
Contract Cost
$128,812.26
$ 65,634.40
$ 90,688.63
Entrance Road and Parking Lot Completion
Contract Cost $141,437.27
Masonry Walls, Fencing, Concrete
Walks and 7 Drinking Fountains
Contract Cost
Total Contract Cost
Engineering and Incidentals
Lake Sealant - September 1970 to
Installation of earth covered
plastic membrane around all lakes
Contract Cost
Engineering and Incidentals
84
$ 15,959.23
January 1971
$693,700.83
85,856.66
$118,419.57
20,973.94
$442,531.79
32,442.57
$106,538.00
4,224.73
-------
General Development - Phase III -
October 1971 to December 1972
Fishing Pier, Boat Dock and Ferry Raft
Contract Cost $ 33,500.00
Final Landscaping, Soil Reclamation,
Sprinklers, Park Signs, Amphitheater,
Fish Cleaning Building and Miscellaneous
Contract Cost $135,348.46
3 Playgrounds, Wind Barricades and
60 Picnic Pergola Units Equipped
Contract Cost
Total Contract Work
Engineering and Incidentals
General Development - Final Phase -
April to December 1972
Concession Building, Apollo Capsule
Building, Additional Security Fencing,
and Final Site Work
Contract Cost
Engineering and Incidentals
Total Cost of Apollo County Park
$121,741.50
RESEARCH COSTS
Initial Research and Pilot Facilities
Construction of pilot treatment plant
processes, bacterial and vi~al tests,
fish pathology studies and facilities,
soil reclamation studies, waste water
quality standards (1964 to 1969)
Final Research and Testing
Research, testing and demonstration on
full-scale facilities, water quality,
lake performance, continued bacterial
and viral studies, fishing program,
algae and soils studies, public
acceptance (1969 to 1974)
Total Research Costs
85
$290,589.96
69,706.18
$116,653.04
17,377.59
$1,999,014.86
$299,000.00
$182,000.00
$481,000.00
-------
SECTION VII
DEMONSTRATION .AND EVALUATION OF
TERTIARY TREATMENT PLANT
INTRODUCTION
After the tertiary treatment plant was completed and placed
into operation, a comprehensive testing and demonstration
program was conducted. The objectives of this program were
to: (1) determine the operational methods needed for opti-
mum performance, (2) study the characteristics of the alum
sludge produced by the tertiary treatment plant and its
effect on the main wastewater treatment plant (to which the
alum sludge is returned), (3) learn if any modifications to
the treatment plant were needed for the successful operation
of the tertiary treatment plant and recreational lake system
and, (4) assemble data on the economics of the tertiary
plant operation.
OPTIMlJM PERFORMANCE STUDIES
The optimization study was part of the full scale demonstra-
tion and testing program for the Tertiary Treatment Plant
(TTP).
The design for the tertiary treatment process was based on
an 18-month pilot plant study conducted at the treatment
plant site during 1964-1966. (Final Report, Wastewater
Rec~amation Project for Antelope Valley3). The study was
'conducted to determine the most economical method of reno-
vating District 14 Water Renovation Plant (W.R.P.) oxidation
pond effluent to a level suitable for use in recreation
lakes to be located in Antelope Valley. The basic process
flow diagram is shown in Figure 9 .
The full scale 1900 m3/day (0.5 mgd) tertiary plant,
86
-------
constructed on the District 14 W.R.P. site, and previously
described in Section IV, was put into service in June, 1969.
Influent to the TTP is supplied by the District 14 W.R.P.,
which consists of primary sedimentation followed by 27.1
hectares (240 acres) of oxidation ponds. Solids are
treated by two anerobic digesters and are dewatered in
sludge dewatering beds.
The pilot plant feed used in the original research study
was obtained from Oxidation Pond No.3 which received ap-
proximately 45-60 days of detention time treatment. The
full scale TTP influent is drawn from Oxidation Pond No.1
which receives approximately 60-120 days of detention time
treatment. The differences in influent characteristics
between the pilot study and the present operation of the
TTP are partially a result of this additional detention
time in the ponds. The differences are discussed later in
this report.
The TTP effluent was required to meet the following
specifications for discharge into the lakes:
Parameter Level
basic
"
"
0.5 mg/l
1.0 mg/l
5.0 JTU
P04
Ammonia N
Turbidity
less than
"
"
The TTP was designed to remove both P04 and turbidity from
the oxidation pond effluent. Ammonia is not removed by the
process. A summary of the design factors for the TTP is
shown in Table 2.
Study Objectives
The primary objective of the study was to determine the
optimum flocculation pH for producing water which met the
effluent discharge criteria and minimized costs. Analysis
of the operational characteristics of the TTP also was an
objective. Comparisons between full scale actual operation
87
-------
and the TTP design parameters were to be made where possible.
To accomplish the objectives outlined above, it was decided
that the efforts to optimize plant operation should be
carried out at the design flow of 1900 m3/day (~., mgd).
Data Collection
Data for use in the optimization study was collected during
the period from October, 1971 through December, 1972. This
time interval was of sufficient duration to cover the com-
plete seasonal cycle of oxidation pond operation and
resulting fluctuations in the influent characteristics to
the TTP. Various influent, effluent, and process character-
istics were monitored as listed in Table 14.
Table 14
TERTIARY TREATr'lENT PLANT MONITORED
CHARACTERISTICS FOR OPTIMIZATION STUDY
.t' .L.A1\J '1' J!' lJU(j(j U lJA'l'.l Ul\J oW .llvllil\J'l'A'l'.l Ul\J .t' .L.A1\j'l'
CHARACTERISTIC INFLUENT CHAMBER TANK EFFLUENT EFFL.
Temperature X
Flow Rate X X
pH X X
Total
Alkalinity X
Total
Phosphates X X
Susp. Solids X X
Alum Dose X
Chlorine Dose X X
Turbidity X
Ammonia - N X
Algae Counts X
88
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Influent Characteristics
The influent water temperatures are plotted in Figure 30
and ranged from a low monthly average of 50C (41~) in
January, to a maximum monthly average of about 21.7°C
(710F) in August. The annual average was approximately
12.20C (54 of).
The suspended solids data collected during the period of
study are shown in Figure 30 and values ranged from a low
monthly average of about 72 mg/l during November (1971) and
January (1972), to a maximum monthly average of 140 mg/l in
August. The annual average suspended solids concentration
was 99 mg/l. Changes in influent suspended solids levels
resulted primarily from two mechanisms. Increased biologi-
cal growth, as the pond temperature and sunlight intensity
increased seasonally, were clearly apparent in the monthly
averages. Another factor which caused changes in the
influent suspended solids concentration was wind mixing.
High winds caused the contents of the ponds to be mixed and
solids increased significantly. In one instance during the
study, high winds caused the influent suspended solids to
the TTP to increase by a factor of approximately 4, and
resulted in deterioration of the effluent with respect to
P04 and turbidity.
Feed pond (No.1) algae counts are illustrated in Figure 31.
Two of the fresh water divisions for algae classification
are represented. These algae, blue-greens and greens, were
common to the feed pond during the period of study. During
blue-green predominance from February through July, the
blue-green counts were as high as 420,000 cells/ml (March-
April). The green algae were predominant from October
(1971) through January (1972), and July through October
(1972). Green counts were at a maximum of 275,000 cells/ml
in October of 1971.
89
-------
.J 100 AVERAGE
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~300
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200
I/)
I-
Z
~
o
u 100
I&J
C[
(:»
;J 0
INFLUENT e. EFFLUENT
TEMPERATURE
20
150
o
102
I&J
t-
140
12()O
INFLUENT SUSPENDED SOLJOS
r I 12 2 3 4 5
1971 MONTH AND YEAR
Figure 30 T!R~IARY T~JnNT PLANT
SUSPENDED SOLIDS AND TEMPERATURE LEVELS
8
9
11
GREEN ALGAE
"'A
I \
-..I \
\
\ /,,-",\
\..../
BlU E-GREEN
ALGAE
~
2 3 4 5
U<>NTH AND YEAR
Figure 31 FEED POND ALGAE COUNTS
9
10
I r
12
90
-------
The predominance of blue-green algae during the spring and
summer was probably a result of the low nitrogen waters in
pond No.1. Blue-green algae thrive in low nitrogen waters
which are allowed to stand, because they fix nitrogen from
the atmosphere. The green algae require lots of nitrogen
to grow and, therefore, only predominate in waters that can
adequately supply the necessary nutrients. Recirculation
of water between the oxidation ponds seemed to aid in ob-
taining a reduced quantity of blue-green algae late in the
study.
The blue-green algae predominance caused numerous opera-
tional difficulties during the study. The blue-green caused
a reduction of TTP effluent production because the Os cilla-
toria algae did not floc0ulate well. Increased alum dosage
was required and the filamentous algae infiltrated the
filter media. The infiltration caused high effluent turbid-
ity and P04 concentrations and increased the frequency of
backwashing. During these difficult operating periods, it
was necessary to reduce the flow to produce an acceptable
effluent. A green algae, Euglena, also caused problems
because they tended to pass through the filter. Prechlori-
nation corrected this because it caused the Euglena to
"ball up" and be removed by the filter.
Influent ammonia levels expressed as N. were essentially
zero during the optimization study with exception of short
periods in March and September of 1972. During these brief
instances, ammonia concentrations of about 2 mg/l were pres-
ent. Influent phosphate concentrations ranges from 22 mg/l
to 36 mg/l during the period of study. The annual average
phosphate concentration was 31 mg/l. For more detail on
the influent ammonia and phosphate levels, refer to Table
15 and Figure 32.
91
-------
Table 15
AVERAGE WATER QUALITY CHARACTERISTICS
FOR MARCH, APRIL, MAY, 1971 and 1972
Tertiary Tertiary
CONSTITUENT Units Plant Plant Apollo
Influent Effluent Lakes
Temperature of 57 59 58.2
Turbidity JTU 41 1.45 10.1
pH pH 9.09 6.51 8.64
Total Diss. Solids mg/l 653 630 817
Suspended Solids mg/l 89.5 2.0 11.4
Alkalinity mg/l CaC03 236.3 74.0 134.5
Boron mg/l B 1.13 1.04 1.23
Carbon Dioxide mg/l C02 0 48.87 1.07
Chlorine Demand/hr mg/l Cl 2.16 0 0.87
Chlorine Residual mg/l Cl 0 2.33 0
Total Hardness mg/l C aC03 64 63 103
MBAS mg/l LAS 0 . 100 O. 100 O. 160
Ammonia Nitrogen mg/l N 0.6 0.3 0.9
Organic Nitrogen mg/l N 11.4 1.3 1.4
Nitrite Nitrogen mg/l N 0.21 0.01 0.03
Nitrate Nitrogen mg/l N 0.8 0.8 2.7
BOD mg/l 0 21.9 2.2 1.6
Total COD mg/l 0 186.8 38.0 41.0
Dissolved Oxygen mg/l 0 8.4 8.8 8.83
Ortho Phosphate mg/l P04 27.75 0.07 0.34
Total Phosphate mg/l P04 30.75 0.16 0.47
Potassium mg/l K 17.5 16.5 18.3
Sodium mg/l Na 179 171 167
Sodium Equiv. Ratio % Na 81.8 81.6 78.5
92
-------
Table 15 (Continued)
AVERAGE WATER QUALITY CHARACTERISTICS
FOR JUNE, JULY, AUGUST, 1971 .AND 1972
CONSTITUENT
Temperature
Turbidity
pH
Total Disslv.Solids
Suspended Solids
Alkalinity
Boron
Carbon Dioxide
Chlorine Demand/hr
Chlorine Residual
Total Hardness
MBAS
Ammonia Nitrogen
Organic Nitrogen
Nitrite Nitrogen
Nitrate Nitrogen
BOD
Total COD
Dissolved Oxygen
Ortho Phosphate
Total Phosphate
Potassium
Sodium
Sodium Equiv. Ratio
Units
of
JTU
pH
mg/l
mg/l
mg/l CaC03
mg/l B
mg/l C02
mg/l Cl
mg/l Cl
mg/l CaC03
mg/l LAB
mg/l N
mg/l N
mg/l N
mg/l N
mg/l 0
mg/l 0
mg/l 0
mg/l PO 4
mg/l P04
mg/l K
mg/l Na
% Na
Tertiary
Plant
Influent
70.4
61
9.43
698
125.9
256.
1.03
o
3.61
o
60.4
0.100
0.06
14.5
0.03
0.23
54.47
216.4
8.3
30.7
33.8
17
185
83.1
93
Tertiary
Plant
Effluent
71
2.1
6.58
699
3
86
1.005
67-74
o
1.44
60.7
0.117
0.07
1.82
0.008
0.17
3.13
44.85
6.67
0.17
0.40
16
175
82.3
Apollo
Lakes
70.8
12.2
8.33
961
15.3
149.6
1.34
3.90
0.98
o
120
0.123
0.48
1.40
O. 106
4.13
2.33
50.27
7.17
0.15
0.48
21
177
79.2
-------
Table 15 (Continued)
AVERAGE WATER QUALITY CHARACTERISTICS
FOR SEPTEMBER, OCTOBER, NOVEMBER, 1971 .ANTI 1972
Tertiary Tertiary Apollo
CONSTITUENT Units Plant Plant
Influent Effluent Lakes
Temperature of 50.6 57.1 55.6
Turbidity JTU 48 2.4 15.0
pH pH 9.36 6.68 8.2
Total Disslv.Solids mg/l 642 659 1002.
Suspended Solids mg/l 98.57 2.43 27.05
Alkalinity mg/l CaC03 255 104 172.
Boron mg/l B 0.90 0.92 1.34
Carbon Dioxide mg/l C02 0 51 . 34 1.99
Chlorine Demand/hr mg/l Cl 2.26 2.50 0.71
Chlorine Residual mg/l Cl 0.4 1.10 0
Total Hardness mg/l GaC03 63.6 61.8 132
MBAS mg/l LAS 0.114 O. 100 0.063
Ammonia Nitrogen mg/l N 0.035 0.024 0.54
Organic Nitrogen mg/l N 10.7 1.6 2..26
Nitrite Nitrogen mg/l N 0.015 0.005 0 . 021
Nitrate Nitrogen mg/l N 0.13 0.14 0.34
BOD mg/l 0 29.2 1.1 2.0
Total COD mg/l 0 163 30.57 46.08
Dissolved Oxygen mg/l 0 10.7 8.8 8.8
Ortho Phosphate mg/l P04 24.74 0.23 0.23
Total Phosphate mg/l P04 29.53 0.22 0.46
Potassium mg/l K 19.0 18.57 21
Sodium mg/l Na 200 199 280
Sodium Equiv. Ratio % Na 83.17 83.40 79.7
94
-------
Table 15 (Continued)
AVERAGE WATER QUALITY CHARACTERISTICS
FOR DECEMBER, JANUARY, FEBRUARY, 1971 AND 1972
CONSTITUENT Units Tertiary Tertiary
Plant Plant Apollo
Influent Effluent Lakes
Temperature of 41.6 43.5 40.6
Turbidity JTU 29.0 1.15 18.53
pH pH 9.50 6.36 8.37
Total Disslv.Solids mg/l 554 564 861
Suspended Solids mg/l 84 0.5 34.37
Alkalinity mg/l CaC03 233 66 158
Boron mg/l B 0.91 0.88 1.25
Carbon Dioxide mg/l C02 0 50.6 0.934
Chlorine Demand/hr mg/l Cl 2.95 0 0.89
Chlorine Residual mg/l Cl 0
Total Hardness mg/l CaC03 65.63 64.75 117
MBAS mg/l LAS 0.1 0.1 0.12
Ammonia Nitrogen mg/l N 0.46 0.495 0.618
Organic Nitrogen mg/l N 10.48 3.47 1.74
Nitrite Nitrogen mg/l N 0.035 0.002 0.002
Nitrate Nitrogen mg/l N 0.87 1.02 1.244
BOD mg/l 0 23.07 1.51 1.355
Total COD mg/l 0 166.4 32.25 40.10
Dissolved Oxygen mg/l 0 12.6 12.67 10.62
Ortho Phosphate mg/l P04 25.58 0.085 0.27
Total Phosphate mg/l P04 27.49 0.156 0.407
Potassium mg/l K 16.25 15.125 18.4
Sodium mg/l Na 169 160 218
Sodium Equiv. Ratio % Na 80.8 80.46 79.5
95
-------
1500
1000
500
70
SECONDARY DIGESTER
SUPERNATANT P04
o
PRIMARY EFFLUENT
~RY EFFLUENT
~ 50
<.!)
~
~ 4q
o.
Q.
..J 30
c(
t-
o
I- 20
TTP INFLUENT
10-
0.8
APOLLO
0.6
0.4
0.2
0.0
F M
MONTH
o
Figure 32 AVERAGE MONTHLY PHOSPHATE CONCENTRATIONS
96
-------
Influent pH and alkalinity are shown in Figure 33. The
average monthly pH fluctuated during the study period from
lows of 8.5 and 8.6 in November, 1971 and April, 1972, res-
pectively, to high values of 9.3 and 9.7 in February and
June, 1972, respectively. Alkalinity fluctuated from a low
of 224 mg/l (as CaC03) in February, to a high of 265 mg/l
in July.
The pH of the pond rose to a high level in early spring
corresponding to increases in temperature, suspended solids,
and algae. This seemed to reflect the increase in C02
utilization by the algae as they become increasingly active.
Removal of C02 from the water would cause the pH to rise.
A decrease in alkalinity accompanied the change in the pH.
Alkalinity was always sufficiently high to ensure proper
flocculation pH control in the TTP. Since 1 mg/l of alum
removes 0.5 mg/l of alkalinity, levels of over 200 were
adequate for buffering pH. For comparison, the effluent
levels of alkalinity and pH are also shown in Figure 33.
Average monthly flows are plotted in Figure 34. The amount
of flow treated depended primarily upon the demand of the
recreational lakes. This demand was variable due to differ-
ent seasonal evaporation and irrigation rates. Average
monthly flows ranged from a low of 910 m3/day (0.24 mgd)
during February, to a high of 2650 m3/day (0.727 mgd) during
September. The annual average influent flow was 1760 m3/day
(0.463 mgd). The difference between the average monthly
influent and effluent flows of 430 m3/day (0.11 mgd) is due
to the alum sludge flow and the water needed for filter
backwash.
The above averages and other feed pond characteristics
determined during the study period are listed in Table 15,
together with effluent values. For a comparison, the
97
-------
101
9
:J:
11. 8
7
6
..J
~ 300
2:
>-
!:: 200
z
:;
oct
~ 100
-
..J
:J:
~ 0.4
o
~
1&.1
~
ffi 0.2
>
oct
- rlNFLUENT pH
-- -- - -
,- "' I ""- -"' -----
, ~ ' ~----
;' ,/
" ;';' '--'_/
'"
iEFFLUENT
pH
.....-...... ,-----...........
- - ~.",... ... --7 ......
~ - -~ "",.... ......,,"
------
INFLUENT ALI~.-
, I ,
, ...--- I AVG.ANNUAL EFFLU NT
o
o
N D J F M AM J J AS
1971 MONTH AND YEAR 1972
Figure 34 TERTIARY TREATMENT PLANT FLOWS
N
o
98
D
ooo~
D
~
::
~
""
IL
200~
:z:
...
3E
o
~
...
=
IOOOe
c
o
D
-------
corresponding averages for the Apollo Lakes are also shown.
Because these characteristics are affected by weather condi-
tions, this table is compiled on a seasonal basis. The
values are averages and should be taken as approximate gen-
eralizations. Also for comparison, the pilot plant feed
pond characteristics are also listed in Table 16 with the
average tertiary plant feed pond characteristics as computed
over the study period. The pilot plant feed pond character-
istics are those upon which the tertiary plant design was
based. The major differences between the two studies are
the pH, turbidity, and ammonia levels. Although not shown
in the table, the algal populations were quite different.
Green algae were predominant during the pilot study, while
the blue-greens were predominant during a large portion of
the optimization study. This condition resulted in many
operational problems not encountered in the pilot study.
Effluent Characteristics
The final effluent turbidity (JTU) and P04 concentrations
are shown in Table 15 and Figure 32. These are the monthly
averages for the period of- study. P04 concentration ranged
from a minimum of 0.10 mg/l during February, to a maximum
of 0.55 during October, 1971. The average concentration
during the study was 0.28 mg/l. Turbidity, expressed in
JTU, ranged from a low of 0.8 during February, to a high of
3.0 during June. The average turbidity during the study
was 1=5 JTU.
Removal of phosphates was a primary goal of the tertiary
plant design, and the average phosphate removal was about
99%. Other nutrient substances of interest are organic
nitrogen, nitrates, nitrites, and ammonia nitrogen. The
treatment process removed an average of 86.2% of organic
nitrogen. Nitrates, nitrites, and ammonia nitrogen were
unaffected -by the treatment process.
99
-------
Table 16
COMPARISON OF AVERAGE FEED POND CHARACTERISTICS
FOR PILOT PLANT .AND TERTIARY PLANT
Constituent
Unit
pH
Turbidity
Total Alkalinity
Hardness
Suspended Solids
Total Dissolved Solids
COD
BOD
Dissolved Oxygen
Ammonia Nitrogen
Organic Nitrogen
Nitrate Nitrogen
Nitrite Nitrogen
MBAS
Phosphates
pH units
JTU
mg/l,CaC03
mg/l,CaC03
mg/l
mg/l
mg/l
mg/l
mg/l
mg/l, N
mg/l, N
mg/l, N
mg/l, N
mg/l, ABS
mg/l, P
Pilot Plant
Feed Pond
Tertiary Plant
Feed Pond
8.3
90
260
80
75
575
250
38
0.1-40
0.1-20
7-20
1-4
0.1-12
3
40
9.2
45
245
63
99
645
184
32
3.6-19.6
0-2.0
8.1-20.7
0-1.9
.01- . 6
0.11
31
Process Optimization
Data was collected to determine the flocculation pH that
would give the least cost of treatment at the design flow of
1900 m3/day (0.5 mgd). The desired pH is obviously the
maximum one that will still maintain acceptable effluent
conditions, or in other words the least amount of alum
dosage required. This is not necessarily the pH which will
result in the greatest efficiency with respect to effluent
production on a flow basis. The following efficiency
formula is used to compute production efficiency:
% efficiency = Effluent Flow x 100
Influent Flow
100
-------
The formula does not consider the cost of alum dosage and
depends upon how concentrated the alum sludge is and how
often the filter requires backwashing. This study did not
address itself to the optimization of effluent production
specifically.
During periods of design flow, the flocculation pH was
varied over a range to determine the effect on effluent tur-
bidity and P04' The amount of representative data collected
in this manner was minimal due to various operational prob-
lems encountered during the period of study. The major
problems were:
1. Due to variable demands for product water at the
recreational lakes and blue-greem algae predomi-
nance, design flow was adequately maintained only
during brief periods in November and December of
1972.
2. Physical modifications to the process were made in
August, 1972. One of the modifications was a
baffle installed between the flocculation chamber
and the sedimentation tank. Also, the sludge
collector flight speed was reduced from 91.4 cm/min
(36 in/min) to 48.3 cm/min (19 in/min). Both of
these modifications increased the operational
stability of the TTP.
3. Experimentation with the flocculator paddle speed
during September and October of 1972 introduced
another variable into the process, making compari-
son with other operational data meaningless with
respect to determining flocculation pH values.
The data collected in November and December, 1972 are shown
in Figures 35, 36, 37, 38, and 39. Figure 35 shows alum
dosage and effluent P04 as functions of the flocculation pH.
For the influent conditions during this specific period, it
appears that a pH of about 6.4 resulted in maximum P04
101
-------
400
o
~
C)
!300
1&.1
(/J
o
o
~
::)
..J
ct200
o
o
o
o
100
5.6
5.8
6.0
6.2 6.4
FLOCCULATION pH
6.6
6.8
1.0
- 0.8
..J
I
-- 0.6
.
o
Q.
ACCEPTASLE
-------------;-----L~IT-------5
o 0
o
!2 Q
1&.1
::)
..J
It 0.2
1&.1
o
5.6
5.8
6.2 6.4
FLOCCULATION pH
Figure 35 TTP ALUM DOSE .AlID EFFLUENT
PHOSPHATE VB. FLOCCULATION pH
6.0
6.6
6.8
102
-------
o
Q
)(
I-
::>
o
.
o
a..~
, .
~~
~
a..
100 0.030
c) ..
:E ~
...... ......
~ M
I- e t;
I/)
8 0.020 0
u
:E ~
:) :)
..J
-------
B
....
~ 0.9
I
-
.
f 0.7
~ 0.5
~
~
..J
II.
t; 0.3
0.1
S
t-
3
~ G
o
ii
fa:
~
t-
t-
Z
~ 2
~
..J (i)
it
1&.1
<:>
o
50
Figure
~ 0.8
C)
2
.-
o
IL 0.6
t-
z
1&.1
~
..J
it 0.4
I&J
..I
C
z
i&: 0.2
o
~ ALUM COST.. 11M'
5
o
o
10
o
cS
ACCEPTABLE
-
LIMIT
E>
cg
~
- ACCEP'rAa;:EUM1T-::7' -
--
<:>
@
<:>
80 90 100
ALUM COST (SlMILLION GALLONS)
38 TERTIARY TREATMENT PLAl'JT EFFLUENT PHOSPHATE
AND TURBIDITY vs. ALUM COST
.20
60
70
110
1.0
It
Q
o
E)
Q <:>
<:>
e
E>
(j)
<:>
E> Q
<:>
<:>
o
E>
<:>
(;)
<:>
<:>
G
~ £) f)
o e 0
<:>
(;)
0..0
5.4
5.8 6.0 6.2 6.4
flOCCULATION pH
39 FINAL EFFLUENT PHOSPHATE LEVELS vs.
FLOCCULATION pH AT DESIGN FLOW
5.6
6.6
7.0
6.8
Figure
104
-------
reduction.
While a pH of 6.6 would have resulted in about 17% less alum
cost, the instability of the process increased sharply for
pH values above 6.5. This is illustrated by the slope of
the curve in Figure 36. Also, the increase of solids going
to the filter at a pH of 6.6 would require more frequent
backwashing. This would result in a decrease in the efflu-
ent water pr0duced for the recreational lakes. There was
not enough data for these specific conditions to determine
what the optimum pH would be on a simple cost per effluent
volume basis, so the effect of increased backwashing due to
increased turbidity and P04 in the sedimentation tank efflu-
ent was not determined.
To obtain a pH of 6.4, an alum dosage of about 300 mg/l was
required, and the alum cost, at a flow of 1900 m3/day (0.5
mgd) equaled $22 per 1000 m3 (or $84 per million gallons)
produced. The overall economics of plant operation are dis-
cussed separately later in this section.
It should be pointed out that these data are only applicable
to the period in which they were collected.
Discussion of Data
Factors Affecting the TTP Process Operation - The operation
of the TTP is a function of many factors which can vary
over time. These factors include the natural changes in
the influent characteristics mentioned previously, as well
as the physical operational variables controlled by the
operator. These variable factors can cause changes in oper-
ation over both long and shcrt time periods. Seasonal
changes occur gradually, for example, compared to suspended
solids fluctuations resulting from high winds. In short,
it is impossible to operate the TTP at a single pH value
efficiently over an extended period of time. The data pres-
ented in Figures 35 through 38 were applicable only to the
105
-------
period of
then, the
Detention
teristics
operation at that specific time period. Even
data does not apply for variations in flow.
time fluctuations change the operational charac-
of the TTP significantly.
When one analyzes the daily operational data over a reason-
able period of time, it is apparent that ranges of
operational variables apply, rather than single values.
For example, flocculation pH can, and does, range from 5.9
to 6.7 depending upon the variable operating conditions.
Even when the data for only one flow is studied, it is
apparent that operational ranges apply rather than single
values. This point is clearly illustrated by the data
plotted in Figure 39 where operating characteristics for
approximately 5 months are presented. This data represents
conditions at design flow.
Efficiency can be maximized by only dosing the influent with
enough alum to maintain both the effluent standards and
operational stability. Excess alum dosage does not result
in any benefit in operation and, therefore, is not desirable.
The ranges referred to above are listed in Table 2 , with
the original design criteria that the TTP design was based
upon. The comparison between the parameters is discussed in
the next section.
Comparison of Operatin~ and Desi~n Parameters - Upon review
of the data shown in Table 2 , several major differences
between the design and operational parameters are apparent.
These differences are as follows:
1.
Influent flow to the full-scale plant depends pri-
marily upon the demand for product water at Apollo
County Park and the recreational lakes. Higher flows
are required in the summer than in the winter, due to
106
-------
2.
the high evaporation rate in the lakes and irriga-
tion demands.
The pH and alum dosage in the flocculation chamber
depend upon the influent conditions, as described
previously. The paddle tip speed, however, had to
be kept below about 24.4 cm/sec (0.8 fps) to main-
tain good floc characteristics. It should also be
pointed out that in order to improve the stability
of the coagulation-sedimentation process, the
flocculation chamber and sedimentation tank had to
be separated by a baffle. A wooden baffle was
installed in August 1972, and the operational
stability of the process was, in fact, increased.
Flight speed in the sedimentation tank was reduced
from 91.44 cm/sec (36 in/min) to 48.3 cm/min (19
in/min) to increase the sludge concentration. The
concentration (0.1-0.3%) still is much less than
the expected design value of 3.0%. This results in
increased sludge flows, causing plant efficiency to
also be significantly less than the design value.
The design values for sludge flow, however, are mis-
leading since the plant could never operate at the
listed values. This is because a 3% sludge flowing
at 5% of plant flow would remove approximately 2-3
times the total maximum solids which could theoret-
ically be removed from the influent. In other
words, if the sludge could be concentrated in the
sedimentation tank to a value of 3%, the resulting
sludge flow would be closer to 2% of plant flow,
rather than the design value of 5%.
The difficulty in concentrating alum sludges by
gravity sedimentation is the major factor contrib-
uting to reduced flow production efficiencies.
3.
4.
107
-------
5.
Concentration is possibly hampered by the fact that
the sludge flights return approximately 61 cm
(2.0 ft) above the scraping flights in t~e tank.
It is felt that these flights should be returned
above the water surface in the sedimentation tank
to avoid any disruption of sludge consolidation.
Although the sludge flight design outlined above
could contribute to less than maximum sludge con-
centration, the design value of 3% will probably
never be realized with the present process opera-
tion. Possibly polYmers or an additional dewatering
process should be evaluated for improving sludge
concentration. It is felt that some additional
process modification is necessary if the plant is
expected to operate at design efficiencies, with
respect to flow.
Effluent Parameters
The desired P04 and turbidity removals were usually easily
achieved during full scale TTP operation. Blue-green algae
predominance, however, did result in increased alum dosage
and decreased flows and efficiencies. The difficulty in
operation of the plant is more of an efficiency problem
based upon flow rather than effluent quality. This is due
to the inability of the process to concentrate the alum
sludge, as described below.
Conclusions
Two major factors limited flow production efficiency.
First, blue-green algae were frequently the predominate
algae type in the plant influent. Whenever this occured,
very poor settling resulted in the sedimentation chamber,
the algae passed into the filter, and more frequent back-
washings were needed. As the frequency of backwashing
increased, flow production decreased. The types of algae
108
-------
in the influent were a result of seasonal and other environ-
mental conditions in the oxidation ponds.
The second factor that limited flow production effici~ncy
was the flocculent nature of the alum sludge formed in the
sedimentation tank. This was related to the type of
algae occurring in the influent, with blue-greens again
having an adverse effect, and to design deficiencies in the
sedimentation tank. Recommendations for improving the de-
sign of the sedimentation tank are given earlier.
When green algae predominated it was possible to
flow of 2840 m3/day (0.75 mgd) adequately. This
approximately 36% greater than the design flow.
treat a
value is
Optimum values of flocculation pH, based upon operational
stability, P04 and turbidity reduction and efficiency, were
determined for the full scale TTP. These values, however,
only applied for "constant" influent and operational charac-
teristics (short intervals of operation). A range of
operational parameters, including flocculation pH, rather
than single values, applied to the actual operation of the
TTP for the variable influent and operational parameters
normally encountered over the period of study.
Recommendations
Effort should be directed to minimizing the predominance of
blue-green algae populations. This will increase the per-
cent efficiency as explained above.
The feasibility of adding a process, or improving the
present process to increase the alum sludge concentrations
should be evaluated. Possibilities could include polYmer
addition, modification of the sludge flight operation and
a sludge thickening or dewatering process.
109
-------
ALUM SLUDGE STUDY
Purpose
The purpose of the Alum Sludge Study was three-fold: the
first was to det.ermine if alum sludge from the tertiary
process adversely affects the anaerobic digestion process;
the second was to find the amount of phosphate that is re-
cycled to the tertiary plant influent by the digester
supernatant or primary effluent pathways; and the third was
to characterize the properties'" of alum sludge and the co-
settled mixed sludge (the combined alum and raw sludges)
to determine if either sludge exhibited any undesirable
characteristics.
Tertiary Treatment
The tertiary plant was designed to dose alum at 300 mg/l
and produce a sludge concentration of about 3%. This dose
rate of alum is within operational limits, but the maximum
sludge concentration that has been obtained (see Figure 40)
is 0.75% with a typical value of 0.2%. This ten-fold
dilution in sludge concentration made it impossible to
convey the alum sludge directly to the anaerobic digesters
without causing the digestion process to fail because of
hydraulic overloading. To circumvent digester failure the
alum sludge was conveyed to the primary plant wet well and
cosettled with the raw sludge in the primary sedimentation
tanks.
The major function of the tertiary process is to reduce
phosphates. Since the phosphates that are removed are re-
cycled back to the primary and secondary processes, a
phosphate mass balance was done to determine if any long-
term phosphate buildup problems exist. To perform this
phosphate mass balance the characteristics of the alum
sludge, tertiary plant feed, and digester supernatant had
to be known together with digested sludge phosphate levels.
110
-------
ALUM SLUDGE
COMBINED SWDGE
150
roo
>-
<[
~OO
..J
<[
(!)
1')2 :50
3E
o
ii 0
~
o
~
50 ~
~
o
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u..
o
o
1.0 ~
::;
o
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I-
0.0t:
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..J
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o
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......
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~ ~
!=
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<[...I <[
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200 ...I (!) 1000 ~
<[~
b t:
I-
o 0
o D FA J A 0 D 0 D F A J A 0 D
1971 MONTH AND YEAR 1972 1971 MONTH AND YEAR 1972
Figure 40 ALUM AND COMBINED SLUDGE CHARACTERISTICS
Data collection was started in October, 1971 and was con-
tinued until December, 1972. The qualities measured are
shown on Table 17 and include sludge and digester character-
istics. The condition of the anaerobic digestion process
was monitored by measuring gas production, volatile acid,
and alkalinity levels. The alum and combined sludges were
examined for pH, total solids and alkalinity, and records
were kept on the daily flows of each sludge.
111
-------
Table 17 ALUM SLUTIGE STUDY P.ARAMETERS
Alum Mixed Primary Secandary
Parameter Sludge Sludge Digester Digester
Flaw. Rate X X
pH X X X X
Total
Alkalinity X X X X
Tatal
Salids X X
Valatile
Acids X X
Tatal Gas
Prad. X X
Digester Operatian
The anaerabic digesters at Lancaster are circular fixed
cavered units. Each digester has a liquid capacity af
2320 m3 (612,000 gallans). The first digestian stage accurs
in the primary digester which is bath heated and mixed. The
secand digestian stage is fed by the averflaw fram the
primary digester and it acts as a thickener. Supernatant
fram the secandary digester is recycled to. the axidatian
pands and the subnatant sludge is air dried in shallaw beds.
The energy required to. heat the digesters is narmally ab-
tained by burning digester gas. Mixing is achieved by
campressing digester gas and injecting it into. the primary
digester draft tube.
Originally the alum sludge was to. have been fed directly to.
the primary digester. Hawever, as stated earlier, the
thinness af the sludge made this impractical, so. it was
added to. the raw sewage as shawn in Figure 9 and 10. The
cambined sludge salids cantent averaged a little less than
112
-------
4% which is within the range of most primary sludges. The
detention time in the primary digester at an average com-
bined sludge flow of 79.2 m3/day (21,000 gallons per day)
is nearly 30 days. If alum sludge from the tertiary plant
at 188 m3/day (50,000 gpd) had been used in addition to
primary sludge as digester feed, the detention time would
be less than 9 days. Detention times of such short duration
would make consistent digester operation impossible.
The primary digester was held within the 32-350C (90-950F)
temperature range by recirculating hot water through the
combined draft tube heat exchanger. The secondary digester
or thickener had sludge withdrawn from it when the superna-
tant contained more than 0.75 - 1% solids. The supernatant
was mixed with the primary effluent and this combination
made up the feed for the oxidation ponds. The supernatant
is one major source of recycled phosphate to the oxidation
ponds.
Digester Performance
The first instance of digester change occurred early in
1972 when the alkalinity of the primary digester dropped
from a high value of 3000 mg/l to a lower value of 2000
mg/l. This change was preceeded by a change in the alka-
linity level of the combined sludge. The alum sludge,
however, was constant during this period, so the change in
digester alkalinity was probably due to a change in the
alkalinity level of the primary sludge. The volatile acid
level in the primary digester rose slightly above its nor-
mal value, perhaps due to the change in buffering capacity
of the digester.
In early June a true digester upset was observed and it was
found this upset was due to an operational error. The
digesters were hydraulically overloaded when the "thick"
113
-------
sludge was diluted with wash water in an attempt to get the
raw sludge pump to pump more sludge. The wash w"ater was on
for several days and this added flow was sufficient to wash
out some of the methane-forming bacteria causing the diges-
ter's process to become unbalanced. The upset is shown
graphically on Figures 41 and 42 as is another upset in
mid-September.
The values shown in these figures are monthly averages.
However, the volatile acids reached measured peak values of
2500 and 2800 mg/l in the primary and secondary digesters
respectively. Alkalinity reached a peak of 5200 mg/l in the
secondary digester, and the gas production for the two
digesters dropped to a measured weekly low rate of 480 m3/d
(17,000 ft3/day).
The September upset was of short duration because the wash
water flow was stopped before too much dilution had
occurred. The combined sludge feed was shifted to the
secondary digester which allowed the primary digester to
recover quickly. This upset was again tied to the inability
of the centrifugal pump to convey the sludge solids to the
digester.
~
~
....
~ 80
~
g-60
~
::I
840
a::
Q.
~
C)20
~
~ 0
o
1971
A J
1972
MONTH AND YEAR
Figure 41 COMBINED DIGESTER GAS PRODUCTION
D
F
114
~
o
2.5 ~
2.0 ~
z
o
1.5 ~
::I
8
1.0 g:
~
0.5 .J
ct
b
o ....
D
-------
PRIMARY
..J 1000
~
:IE
II) 500
9
(J
c(
~ 0
~
c(
..J
0
>
t-'
t-'
I:J1
..J
.......
~
~ 4000
~
~
z 3000
SECONDARY
o
7.D
:r
a.
6.0
..J
~4000
Z
~
~ 3000
:J
~
~ 2.000
..J
c(
b 1000
....
D
6.0
o
1971
D
D
J
1972
MONTH AND YEAR
A
NOTEI ALL VALUES SHOWN ARE MONTHLY AVERAGES
Figure 42 DIGESTER CHARACTERISTICS
-------
Phosphate Mass Balance
A mass balance for phosphate was conducted on the combined
secondary-tertiary treatment system. The purpose of the
mass balance was to determine if excessive phosphate concen-
trations could accumulate in the secondary treatment system.
A flowsheet for the phosphate pathways is presented as
Figure 43. The flowsheet indicates that the tertiary plant
removed about 99% of the phosphate in the influent to the
plant. The phosphate removal in the secondary treatment
plant primary tank is about 25% which is greater than the
10-20% removal found at most other treatment plants. How-
ever, higher levels of phosphate are in the influent to the
primary plant because of the alum sludge. About 70% of the
phosphate in the influent to the anaerobic digesters is
removed when sludge is withdrawn from the digesters. The
two sources of phosphate addition to the oxidation ponds are
due to primary plant effluent and digester supernatant.
The phosphate levels of the primary effluent and pond efflu-
ent were determined on several occasions and were used to
complete the mass balance. Evaporation rates for the
Apollo Park Lakes were obtained for the period of the study,
and used in conjunction with the monthly oxidation pond sur-
face areas to determine the quantity of effluent lost by
evaporation. The average quantity of pond water lost by
evaporation was substracted together with tertiary plant
influent flow from the metered raw sewage flow.
Figures 32 and 44 show a comparative summary of the
phosphate measurements, both in terms of kg/day mass flow
and in concentration. For contrast, the phosphate concen-
trations in the Apollo Park Lakes are also shown. The
sampling locations for these phosphate measurements are:
1. Primary effluent: this is the effluent from the
primary sedimentation tank. It does not include
digester supernatant.
116
-------
0= 75.7 M"/DAY (0.02 MGD)
PO...= 181 KG/DAY (40()1j'DAY)
= 24-00 MG/L
COMBINED SLUDGE
0= 14270M'/DAY(3.77 MGD)
PO.= 712,KG.'bAY ( J5-TOW/DAY)
= 50 MG/L
RAW SEWAGE
PRIMARY
TREATMENT
.....
.....
-1
ALUM SLUDGE
Q=284 M'/DAY(O.o75MGD)
PO. = SOKG /DAY (II ott /DAY
:170 MG/L
TERTIARY
TREATMENT
0=1440 M~DAY(0.38 MGD) TERTIARY
P q: 0.1-9 .K& / DAY(Q63\¥/DAY) EFFLUENT
P04=05 MG/L
AVG::O.2 MG/L
PQ = '22K G/DAY (270
DIGESTED SLUDGE,
DRYI NG
DIGESTERS
SUPERNAT A NT
Q:75.7 ~/DAY(0.02MGD)
P~&S9f«(;/[)AY (130./DAY
= 750 MG/L
Q=14500M'/DAY(3.83 MGD)
PO=~80 KG/DAY (J280tt/DAY)
... = 40 MG/L
BEDS
Q=14600 tK/DAV (3.8S MGD)
Q:174.9 PI/DAY (0.46MGD)
Po=sO KG/DAY(IIO-/DAY)
= 30 MG/L
'.0 K.G/OAY
(l410#/DAY)
OXIDATION
PONDS
292 KG/DAY
6Q.,.DAY
Q =74601l1DAYtI.97t.«;D)
PO = ?,.98 tt(i'''1 DAY (657fY~y)
4 =40MG/L
Figure 43 TREATMENT PROCESS PHOSPHATE MASS BALANCE
-------
1500
~
U)
~ 1000
4t
%
C1.
riJ
o
%
C1.
..J 750
4t
I-
o
~
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250
U)
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4t
%
C1.)-
~ 4t 0.8
%c
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~ ~ 0.4
o
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I
/
*'
... --..../
\
\
,
\
SECONDARY DIGESTER
o
TTP ,NFLUENT L--
- -
o
o
N
1971
F
J
A
1912
Figure 44 MONTHLY PHOSPHATE MASS FLOW
118
700
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~
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1&1
~
400 if
II)
o
%
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~
o
~
200
.50la
Ie
~
o.35~
~
Q/S ..J~
~
~
D
-------
2.
Secondary effluent: this is the excess effluent
from the oxidation ponds which flows toward the
Rosamond Dry Lake storage pond.
TTP influent: this is the water taken from the
oxidation pond No.1 as influent to the tertiary
3.
plant.
4.
TTP effluent: these samples were taken from a
point downstream of the chlorine contact chamber.
5.
Secondary digester supernatant: these samples
were taken from the secondary sludge digester
supernatant draw-off line. The supernatant is
discharged into the oxidation ponds.
According to the phosphate balance calculations, the phos-
phate buildup in the ponds averaged about 290 kg/day (640
lbs/day) (see Figure 43), but this increase in phosphate
level is not noted in the TTP influent even after 3 years
of operation. It is surmised that the phosphate buildup in
the ponds is held in the sludge that accumulates within the
oxidation ponds.
Slud~e Characteristics
The alum sludge as previously described is very thin,
averaging about 0.2% total solids. It also has a low
volatile matter content of about 50% and the buffering ca-
pacity of the sludge is low as indicated by a total alka-
linity of 200 mg/l. The nutrient level of the sludge is
low as indicated by a biochemical oxygen demand (BOD) of
70 mg/l. As expected, the sludge contains high levels of
phosphate averaging about 170 mg/l.
The combined alum and raw sludges cosettled in the primary
sedimentation tank are characterized by total solids content
of around 4% which is within the 3-7% range of primary
119
-------
sludge.
city as
mg/l.
The combined sludge has reasonable buffering capa-
indicated by an alkalinity of greater than 1000
Conclusions
The alum sludge did not adversely affect the operation of
the digesters even though the alum sludge had to be coset-
tIed in the primary sedimentation tank. Although two
digester upsets occurred, these were the result of opera-
tional errors.
A 290 kg/day (640 Ibs/day) accumulation of phosphate was
calculated in the ponds because of the phosphate levels in
the primary effluent and the digester supernatant. No in-
crease was observed in the dissolved phosphate in the
tertiary treatment plant influent, however. It is not
known if the phosphate buildup will continue or would reach
some equilibrium value.
Handling the alum sludge resulted in several operational
problems, all of them related to the sludge's voluminous
character and poor settling characteristics. The tertiary
treatment plant was designed using water treatment plant
design criteria, but, owing to the alum sludge characteris-
tics, several changes were necessary. A baffle was
installed between the flocculation chamber and the sedimen-
tation tank. This was done to minimize the turbulence
caused in the sedimentation tank caused by the flocculation
paddles. Another change was to install a variable speed
motor on the flight drive system. This change allowed the
flight drive speed to be lowered to reduce turbulence and
achieve better settling.
Recommendations
It may be worthwhile to redesign the flights in the sedi-
mentation tank so that they do not remain submerged on
their return travel. Following water treatment design
120
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practice, these had been designed to remain submerged at
all times. However, this may be causing turbulence and
dispersing the alum sludge. Any change that would result
in thicker alum sludge concentration would improve the
performance of the tertiary treatment process and yield
higher plant efficiencies.
Sludge thickening devices could be used to. achieve thicker
sludges that could be fed directly to the digesters. Add-
ing alum sludge directly to the digester would reduce the
phosphates recycled to the ponds in the primary effluent.
Although the digester supernatant might become higher in
phosphates, the total phosphates recycled to the ponds
would decrease. However, without thickening, this opera-
tion is impossible.
OPERATIONAL PROBLEMS
Prechlorination
Chlorination of the TTP influent (10 mg/l) increased plant
capacity when Euglena algae became numerous. These motile
algae are able to pass through the filters, which caused an
increase in turbidity. Maximum plant flow under unchlori-
nated conditions was limited to about 1330 m3/day (350,000
gal/day) when Euglena were abundant. Prechlorination de-
stroyed the motility of the Euglena, causing them to "ball
up", and increased the capacity of the plant by decreasing
the number of Euglena passing through the filter.
Prechlorination also decreased the production of C02 by the
bacteria in the sedimentation tank. This improved tank
efficiency, especially in the warmer seasons.
Pipe Gallery Freezin~
The original design of the tertiary treatment plant provid-
ed for an open pipe gallery. However, in this area tempera-
tures in the winter can often go below freezing, and
121
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freezing would occur in the pipes and valves. In one
instance, in January, the outside air temperatures dropped
to - 160C (30F) or lower and a 5.24- cm (6-inch) diameter
check valve was broken by ice. The tertiary plant was not
running at that time. To correct this, the pipe gallery
was covered for protection from the outside weather, and a
heater installed, and freezing has no longer been a problem.
Sedimentation Tank Problems
As indicated before, two modifications of the sedimentation
tank were made. A wooden baffle was installed between the
flocculation and sedimentation chambers to reduce turbulence
in the sedimentation chamber. Also a variable speed drive
motor was installed on the collection flight drive. The
original design speed of these flights was 91.4- cm/min
(36 in/min). With the variable speed drive in operation,
the collection flight was usually run at speed of 4-8.0
cm/min (19 in/min). This lower speed reduced the distur-
bance in the sludge blanket, and thus resulted in a better
operation.
Duck Problems
When the tertiary plant was originally put into operation
there was a recurring problem of plant shutdowns caused by
ducks entering the plant influent line from the oxidation
ponds. Throughout the two-year demonstration program, ducks
entering and clogging the influent caused 54- tertiary plant
shutdowns.
The clogging normally occurred at the meter. A screen
installed over the intake substantially reduced the clogging
although even after the screen was installed duck bones
would occasionally be found clogging the intake meter. Al-
though a smaller intake screen mesh might have been used,
this was not done because clogging might then occur at the
intake in the pond.
122
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ECONOMICS OF OPERATION
Throughout the testing and demonstration program, data was
accumulated on the costs of producing the reclaimed water.
Particular attention was given to keeping operational expen-
ses separate from those expenses associated with research
and testing work.
Table 18 shows a breakdown by cost category and annual quar-
ters of all expenses incurred in the operation of the terti-
ary treatment plant. Expenses associated with research and
testing are not included. The cost categories are:
1. Salaries and Wages: this included supervision and
fringe benefits.
2. Chemicals: this comprises principally alum and
3.
chlorine.
Repairs and Miscellaneous Supplies: this includes
all tertiary plant repairs, miscellaneous supplies
such as charts, lubricants, etc., and travel
4.
expenses.
Utilities:
costs.
this is principally electrical power
On the
average, the costs were distributed as: salaries and
44%; chemicals, 42%; repairs and miscellaneous sup-
6%; and utilities, 8%.
wages,
plies,
The overall average total unit cost for producing reclaimed
water throughout the two-year demonstration program was $65
per thousand cubic meters C$246/mg). Labor and supply cost
increases due to inflation have not been considered indepen-
dently in the analyses of these costs. However, although
essentially the same quantity of water was produced in 1972
as in 1971, the overall unit cost in 1972 was $67.20/1000m3
vs. $62.20/1000m3 in 1971. This is a rise of approximately
8%, much of which was undoubtedly due to wage and supply
cost increases.
123
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Table 18 TERTIARY TREATMENT PLANT
OPERATING COSTS
Costs (Quarterly Totals)
Time Repairs &
Period Salaries Chemicals Misc. Su. Utilities Total
Jan-l'1ar 132** $ 3,960 $ 2,360 $ 385 $ 710 $ 7,415
1971 ($30.00)* ($17.88) ($2.92) ($5.38) ($56.17)
Apr-June 85 3,960 1,500 385 450 6,295
(46.59) (17.65) (4.53) (5.29) (74.06)
July-Sept 125 2,965 3,507 789 407 7,668
(23.72) (28.07) (6.31) (3.26) (61.34)
Oct-Dee 138 2,861 4,103 540 1,032 8,536
f-' (20.73) (29.73) (3.91) (7.48) (61.86)
I:\:)
fI:>.
J an -Mar 87 2,486 1,657 154 439 4,736
1972 (28.57) (19.04) (1.77) (5.04) (54.44)
Apr-June 99 2,580 4,083 95 442 7,200
(26.06) ( 41 . 24) (.96) (4.46) (72.73)
July-Sept 189 5,470 4,414 578 534 10,996
(28.94) (23.35) (3.06) (2.83) (58.18)
Oct-Dee 112 3,362 4,851 491 1,119 9,823
(30.02 (43.31) (4.38) (9.99) (87.70)
Totals: 967 $27,644 $26,475 $3,417 $5,133 $62,669
($28.59) $27.38) ($3.53) ($5.31) ($64.81)
Notes: * Cost figures in parentheses are the quarterly unit cost per 1000 m3
** Conversion: 1 acre-foot = 1230m3
-------
Purchased domestic water in this area costs $42/l000m3 for
water produced by the local water district. Water is also
imported through the Antelope Valley from the Feather River
in northern California as a part of the California Water
Project. The cost of this water is estimated at $59.40 to
$63.60 per 1000m3, if it were to be made available. While
the costs of locally produced fresh water are lower, the
supply of this water is limited. As compared to water from
the California Water Project, the production cost of the
tertiary plant water is fairly competitive. This is parti-
cularly true when the plant is discharging at or near the
design capacity.
The quarterly cost data showed a slight relationship bet-
ween the total unit operating cost and average daily dis-
charge. This is shown in Figure 45. There is a slightly
AVERAGE DAILY DISCHARGE, MGD
0.30 0.35 0.40 0.45
0.50
0.55
60
(9
o
G)
o
80
o
o
-
1000
1200 1400 1600 1800
AVERAGE DAILY DISCHARGE, M"3/DAY
Figure 45 OPERATING UNIT COST vs.
AVERAGE DAILY DISCHARGE 1971-1972
G)
- t-
en
o
u
SOt-
Z
:J
IOO~
~
II::
50~
o
:WOO 2200
t-
en
o
01") 40
I- ~
- 0
Z 0
:J 0
(!) -
~ II:: 20
!:i I&J
II:: Q.
I&J
Q. w-
o
o
o
800
125
-------
downward trend of lower
average daily discharge
not strong.
unit operating costs with higher
rates, although the correlation is
CONCLUSIONS
The tertiary treatment plant demonstration and testing pro-
gram provided a valuable opportunity to analyze and correct
the problems of the new plant, identify parameter ranges for
optimum performance, and to obtain operational cost data.
This program showed that the tertiary plant could success-
fully produce water meeting all quality requirements.
Optimum plant performance in terms of turbidity, phosphate
reduction, alum costs, and pH was examined, and the effect
of these parameters on plant performance has been described.
No single set of operational parameter values could be
depended upon to give the least cost of treatment at design
flow. Instead, it was necessary to maintain the operational
parameters within certain ranges to consistently produce the
desired water quality.
A special study was conducted for the alum sludge, princi-
pally to determine its effect on the digesters and on the
amount of phosphate buildup in the oxidation ponds. The
study revealed that alum sludge, cosettled with primary
sludge, would not upset or adversely affect the digester
performance. While a buildup of phosphates in the
oxidation ponds was indicated, there was no evidence that
this would cause problems.
Operational cost data on the
able final effluent could be
with the estimated rates for
plant indicated that an accept-
produced at costs competitive
California Water Project water.
126
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SECTION VIII
DEl"IONSTRATION AND EVALUATION OF LAKES AND PARK SITES
INTRODUCTION
The performance of the recreational lakes at Apollo County
Park was the final measure of success for the entire waste
water reclamation and reuse concept. Of the many perfor-
mance goals that these lakes were to meet, health require-
ments were the most important. The lakes were to be free
from any health hazards from virus, bacteria, other
organisms (e.g., carriers of swimmers' itch), or chemical
contamination.
Because fishing was to be one of the main activities at this
park, the lake waters had to provide a suitable environment
for fish. The waters were to be free from any chemical
contamination injurious to fish, and the environmental con-
dition necessary for feeding, propagation, and protection
had to be met. Finally, the fish had to be safe for eating.
In terms of appearance and aesthetics, the lakes were to be
as clear as possible and odorless. Prevention of algae and
plant growths was given particular emphasis as the water was
derived from a sewage effluent rich in nutrients. Algae
growths could also possibly threaten the fish by causing dis-
solved oxygen fluctuations, high pH levels and clogged gills.
Other performance goals were that the water was to be
able for irrigational and fire fighting use, and that
insects were to be controlled.
suit-
MONITORING PROGRAM
Purpose
An extensive monitoring program was set
comprehensive picture of the developing
up to provide a
chemical and
127
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biological lake conditions throughout the start-up period.
This would help to evaluate the lakes in terms of the
operating criteria and would provide an early warning in
preventing operating problems from becoming too serious.
The program would also yield evidence on factors responsible
for water quality trends.
Bacteria, virus, chemical and algae tests, entomological
and ecological surveys, fish data collection, and the main-
tenance of flow and irrigation records made up this monitor-
ing program. Field data was collected from February, 1971,
through December, 1972. Some programs such as fish monitor-
ing continued on into 1975.
Bacteria and Virus Tests
The Los Angeles County Health Services Department, Community
Health Services, conducted a monitoring program for virus
and bacteria levels. For the most part this monitoring
program focused on the tertiary plant as this was the key
link in the water reuse system. However, grab samples from
the lakes were also tested occasionally.
Chemical Tests
The lake waters and the tertiary plant effluent were regu-
larly tested for the constituents shown in Table 15. Two
samples were taken from each lake every two weeks for these
tests. All samples were taken from the same designated
points along the shorelines for uniformity.
In addition to these regular bi-weekly samples, lake profile
samples were also taken. Using a small rowboat and a
Kemmerer depth sampler, water samples from the surface,
mid-depth, and one foot off the bottom were taken from each
lake. Six sample points were used in each lake, and the
samples were gathered bi-weekly on those weeks when the
shoreline samples were not collected. These profile samples
128
-------
were each tested for temperature, turbidity, pH, alkalinity,
carbon dioxide, and dissolved oxygen.
Los Angeles County Sanitation Districts personnel did the
laboratory work in testing most of these samples, and the
tests were conducted either at the Lancaster treatment plant
or the San Jose Creek Laboratories. The remaining samples
were tested by the County Engineer Department at their
laboratory in Los Angeles.
AI~ae Tests
Each of the above shoreline or profile lake water samples
was also examined for algae. Sanitation District personnel
made cell counts (manual) and algae identifications for each
of these samples at the Lancaster treatment plant laborator~
Only the free-swimming algae was counted in this way.
Observations were made of the algae mats of Anabaena or
Spirogyra that developed in the lakes, but no quantitative
measurements were made of these.
Entomolo~ical and Ecolo~ical Survey
The Entomology Section of the County Health Services
Department conducted periodic surveys of the park to observe
and record the development of insect life and other biota
important to the natural food chains and environmental
conditions. Particular attention was paid to the presence
or absence of midge larvae (Chironomid) and littoral vegeta-
tion. The littoral vegetation was of interest as a source
of potential mosquito breeding.
Fish Studies
Because fishing was to be an important activity at this
park, the initial fish stocks were carefully watched.
Records were kept of the numbers and types of fish stocked
and any known fish de~ths. Biopsies were made on several
129
-------
fish by the State Division of Fish and Game, and laboratory
testing was performed by the State Health Department and the
Sanitation District laboratories.
Flow Records
Flow records were maintained throughout the monitoring pro-
gram of the teritary plant effluent, irrigation water
pumped, and lake levels. Flow meters were maintained both
at the tertiary plant and on the irrigation system.
HEALTH REQUIREMENTS
Bacteria Studies
Samples for coliform bacteria tests were collected from the
tertiary treatment plant every week. The sample location
points were the tertiary plant influent, the filter effluent
and the final tertiary plant effluent, located as shown in
Figure 9. The tertiary plant influent sampling gives an
indication of the bacterial load on the treatment plant.
The results of the filter effluent sampling show the com~
bined effectiveness of the flocculation, sedimentation, and
filtration processes. Finally, the final effluent sampling
gives the bacterial levels after the additional treatment
steps of chlorination and detention.
After collection, the samples were chemically fixed with
sodium thio-sulfate and delivered to the Community Health
Services' public health laboratory for testing. About one
hour elapsed between collection and testing, and the samples
were not refrigerated for transit.
The samples were tested for the presence and most probable
number (MPN) of coliform bacteria according to the proce-
dures outlined in nStandard Methodsn6. The multiple tube
fermentation technique with lauryl tryptose broth and
130
-------
brilliant green lactose bile broth was used for presumptive
and confirmed tests.
Figure 46 summarizes the results of these coliform bacteria
tests. The influent bacterial load shows a marked change in
December of 1971. Prior to that time, the median MPN/100 ml
bacterial level in the plant influent was greater than
24,000. After that time the median drops to 430 MPN/100 mI.
The reason for this is that around the first of December,
1971, the Sanitation Districts personnel altered the secon-
dary treatment process by routing the flow through an addi-
tional oxidation pond before pumping it to the tertiary
treatment plant. This increased the secondary treatment
detention time by approximately 40 to 60 days.
The results for filter effluent and final effluent also show
a drop after December, 1971. The median value for the
filter effluent prior to December, 1971, is 60 MPN/100 ml;
after that time the median drops to 7.8 MPN/100 mI. How-
ever, this improvement is no doubt caused by a number of
factors in addition to an improvement in source water.
Increased operator experience and the benefits of the plant
optimization study also helped improve the plant effluent.
Grab samples from the Apollo Park Lakes were also collected.
These samples were taken three times during 1972, and each
time 13 samples were taken. The coliform bacteria counts
for these ranged from 1.8 to 140 MPN/100 mI. The median
value was 7.8 MPN/100 mi.
The bacterial study results were generally as expected. The
pilot studies for this project, as indicated in "Final
Report, Waste Water Reclamation Project for Antelope
Valleyll3, revealed the effectiveness of the secondary
process in producing high die-off rates for coliform, fecal
131
-------
I-'
c:.:I
t>J
100.000
....
z
;:)
o
C,)
c(.J
~:=E
~o
C,)~
C(,
IDZ
:=En.
a: :=E
o
I.L.
:J
o
C,)
PLANT INFLUENT
1
,.
II
II
II
"
II . I .
" II ~ II
. ' I, 'I II
I I I, '1 II
I I, I "
. , II " "
'1 11.1 "
" 111'1
. I' : \..1 I II I ,
I I' 'II .,
In' I II
1,1' . , I I
. " . .'1 J \ , -
I " , I ," ~ ,\ n'
I ~ '1"" J I ' " I \ '
, ...,/ ~I L__~___-., ,I, n "
:II .; n,ft1,. ;8, ,FlLTERE~'f'1 ' \ i f\J\ /.
, I ft I . i' ., '. .' 1\ : .' . \ it : " \
"IIi! if ,II \ / I \ ~ n i V!) \ I\! V!
" , '8 UJ. ". ,I I '\' I " ' ,I V I
I , ~. L i ...- . L. I ," : I 'I . -...i- r ~ 8
FINAL EFFLUENT ~ \._:I-\:.-:l--r--tfi- t~-
,
II
MONTH AND YEAR
Figure 46 TERTIARY TREATMENT PLANT COLIFORM BACTERIA COUNT
-------
coliform, and fecal strep bacteria. Somewhat higher bac-
teria counts w"ere expected for the Apollo Lakes, as these
would be exposed to contamination by birds.
Virus Studies
Three samples per week were also taken from the tertiary
plant for virus testing. The sample locations were the same
as for the bacteria tests. The virus samp~es were collected
on swabs inserted in flow-through tubes installed on by-
passes from the main flow lines. The swabs were inserted
for 48 hours and flow from the sample point was pumped
through the tube at a rate of 0.03 l/sec (1/2 gal per min).
At the completion of the 48 hours, the swabs were removed
and delivered to the Community Health Services' laboratories
in Los Angeles. The swabs were transported in a plastic
container without chemical fixing or refrigeration.
The test for virus was done by elution of the absorbed virus
by change of pH and washing, concentration by centrifuga-
tion, decontamination, planting the button on growing tissue
culture, incubation, and examination by microscope. The
presence of any cyto-pathogenic effect was determined by a
visual examination through the microscope. This testing
method indicates only whether or not viruses were present
and it provides no further quantitative information. How-
ever, because only once during this program was the presence
of a virus detected, a more quantitative method was not
needed. This method was chosen because it had been satis-
factorily used at the Santee Project in San Diego County.
This method has been reported in Askew, Bott, et al7,8, "The
"9
Santee Reclamation Project, and "Microbiological Content
of Domestic Waste Waters Used for Recreational PurposeslO.
Throughout the entire testing program only one tertiary
133
-------
plant influent sample show.ed a positive cytopathogenic
effect. No filter effluent or final effluent sample ever
yielded a positive effect.
Conclusions
The effectiveness of the secondary treatment process and
the tertiary plant in removing virus and bacteria was well
demonstrated in this project. The project goal of consis-
tently obtaining an effluent coliform bacteria level of less
than 2.2 MEN/100 m1 was easily met.
Routine monitoring of the bacterial and viral quality of the
plant influent and effluent should be continued. Presently
there are no nationally accepted procedures or standards for
virus monitoring. Consequently, any virus monitoring pro-
gram adopted for this plant will have to be kept flexible.
The bacterial quality of the water in the Apollo Lakes has
consistently met the State of California "Standards for the
Safe Direct Use of Reclaimed Wastewater in Irrigation and
Recreational Imp01lD.dments"ll for non-restricted recreational
impoundments.
Also, in comparison to the normal bacterial requirements for
bathing areas, the State of California "Laws and Regulations
Relating to Ocean Water - Contact Sports Areas,,12 has a ba-
sic coliform MEN limitation of 1000 per 100 mI. The County
of Los Angeles Public Health Code, Ordinance 7583, has a
basic coliform MEN limitation of 500 per 100 ml for fresh
water bathing areas.
Thus far, the lake water test results have been successful
in meeting these bacterial quality standards. However, the
number of samplings have been too few to draw conclusions,
and additional sampling is needed.
134
-------
Consequently, although the health agencies have approved
the use of Apollo Park Lakes for restricted recreational
use (Boating, fishing, etc.), no written approval has yet
been given for non-restricted recreational use (body con-
tact sports).
PERFORMANCE AS A FISH ENVIRONMENT
Introduction
As summarized in Table 12 of Section V, the California De-
partment of Fish and Game stocked the new lakes
in March, 1971, with 20 Channel Catfish, 50 Red-Ear Sunfish,
and 100 Largemouth Black Bass. All the fish were adult
size. These warm water fish were planted to determine
their survival and propogation rates in the lakes, and for
testing.
In December, 1971, 100 small Rainbow Trout were introduced
to the lakes to determine their survival rates, especially
during the hot summer months.
As indicated in the discussion of insects and crustaceans,
a natural food chain developed and feeding apparently never
became a problem. However, of the thousands of mosquito
fish (Gambusia) planted for insect control, all were con-
sumed by the larger fish within a short period.
To help improve cover and provide breeding sites, lengths
of clay pipe 10.-, 20.-, 25.-,cm diameters (4-, 8-, and 10-
inch diameters) and shallow and deep water gravel spawning
beds were placed as shown in Figure 2:7. The growths of
Zannichellia which developed in Lake No.3 were probably
also helpful in providing protective cover for younger and
smaller fish, although these growths were objectionable
from an aesthetic standpoint.
135
-------
Discussion of Fish Environment
During the first month immediately after the initial plant-
ing of fish in March of 1971, 10 Largemouth Black Bass died
and others w.ere seen swimming sluggishly near the water
surface. State Department of Fish and Game personnel in-
vestigated this problem, and fish and water samples were
collected. The cause of the fish kill was concluded to be
the result of a combined high ammonia and pH level. Ammo-
nia had reach a level of 1.8 mg/l with a corresponding pH
of 9.3. Also, some of the bass were weakened during trans-
portation to the lakes, and this probably contributed to
the kill.
At the time of this fish kill, all the fish were being held
in Lake No.3 and no new water was being added to this lake
as all the influent to the park was then going directly to
fill Lake No.1. Lake No.3 had been originally filled
with water containing higher levels of ammonia. Because no
new water was being added, the pH of the water in the lake
was constantly rising. Apparently, a reaction of the water
with the soil lining the lakes was causing this pH rise.
To remedy this problem, the incoming flow was routed direct-
ly into Lake No.3 with the excess overflowing into Lake
No.1 to fill that lake. The influent water had a pH of
about 6.5 and peak ammonia levels of 2.0 to 4.0 mg/l. By
May 1971, as the weather warmed up, the ammonia level
dropped to zero. By flushing Lake No.3 in this way, the
ammonia and pH levels dropped and no further fish kills have
occurred.
Also, because of this problem and because the tertiary
treatment plant process does not affect ammonia, the opera-
tion of the secondary treatment (oxidation ponds) was
thereafter carefully controlled to produce a plant influent
136
-------
with a low ammonia concentration. This has been accom-
plished by storing excess oxidation pond water during the
still warm autwnn months for tertiary treatment and pump-
ing to the lakes during the colder winter months.
After this initial and only fish fill, the fish have
thrived. By summer and fall of 1972, many small fish
observed in the lakes indicating that reproduction was
were
occurring.
Six Rainbow Trout were the first fish netted in February of
1973 for testing. These fish, when planted in December of
1971, were from 10 to 15 cm (4 to 6 inches long), and during
their 14 months of life in the lakes had grown to 46 to 56
cm long (18 to 22 inches) and weighed from 1040 to 1450 gm
(2.3 to 3.2 pounds). It is interes~ing to note that the
Rainbow Trout can survive all year round in the lakes as th~
water temperature does not exceed 230C (74oF). The other
fish in the lakes similarly thrived and reproduced as picto-
rially shown in Figures 47 and 48.
The State Department of Fish and Game examined and conducted
biopsies on the fish caught from the lakes in February of
1973. No parasites were found in or on the specimens exam-
ined, no systemic bacteria were found in the kidney cultures
and the fish appeared to be in good overall condition.
Prior to the February 1973 fish biopsy tests, the County
Department of Health Services in November 1972 had reported
that the results of their analyses of samples over a consid-
erable time indicated that the water and the process are
adequate to assure compliance with the "Statewide Standards
for the District Use of Reclaimed Wastewater for Irrigation
and Recreational Impoundments,,13, with the recreational use
limited to fishing, boating, and other non-body-contact
water sport activities.
137
-------
.~
o
6
INCHES
/2 18
~
.~
-<
~.
~,..A.
.'#'-' ",..-"
. ~~
' .-
2"-~.
~
~
~,
30 40 SO
CENTIMETERS
Figure 47 RAINBOW TROUT AND RED EARED SUNFISH
REMOVED FROM APOLLO LAKES, APRIL 9, 1974
Therefore, only one last test was necessary to open the
lakes to public fishing. On March 28, 1973, one large fish
sample was delivered to the State Department of Health Lab-
oratory in Los Angeles to test for heavy metals, pesticides
and herbicides. The Rainbow Trout tested, which had been in
the lakes for 14 months, was found to contain 2.0 mg/kg of
mercury which is well above the maximum allowable concentra-
tion of 0.5 mg/kg. This was the only element found in this
specimen which neared the maxlmum allowable limit. Because
138
~
,'1
-------
.
i INCJ '5
10 G /2
~ I
..~
/8
I
t-'
<:.:I
(0
I
r .
o
6
INCHES
12 l[j
c.o
-t
CENTIMETERS
Figure 48 CHANNEL CATFISH AND LARGEMOUTH BLACK BASS
REMOVED FROM APOLLO LAKES, APRIL 9, 1974
-------
of this result, it was necessary to delay opening of the
lakes to public fishing until complete further testing
could be accomplished and the test daca analyzed.
Mercury Analysis of Fish
Since the initial test in February 1973 indicated a high
concentration of Mercury, a comprehensive investigation was
begun to test more fish samples and also to determine the
source of the mercury in the environment. The survey in-
cluded a study of mercury moving up the food chain of the
lake biota.
Table No. 19 indicates the results of the testing on the 32
fish samples.
A well known source of mercury contamination is the methyla-
tion of the metal in sediments on lake bottoms. This is
considered to be the prime source of mercury in the food
chain. Methylation is the process by which inorganic diva-
lent mercury (Hg++) is converted to either monomethyl
mercury (CH3Hg+) or dimethyl mercury (CH3HgCH3). Almost any
form of mercury can directly or indirectly be converted to
methylmercury by first being oxidized to divalent mercury.
In order to accomplish this, redox potential of about 80
millivolts is required (D'Itri14). In a well oxygenated
system, such as the Apollo Lakes, the redox potential is on
the order of 850 millivolts; more than adequate to accom-
plish the conversion.
Methylation is primarily accomplished through an enzYmatic
biological process involving the transfer of a -CH3 group
from a form of vitamin B12 known as methylated cobalamine
(Gavis and Ferguson15). Methylated cobalamine can be
regenerated indefinitely by the methylating bacteria.
140
-------
Table 19
MERCURY ANALYSES OF FISH IN .APOLLO COUNTY PARK
(Total Fish Tested: 32)
Fish L~ 11£
Ins.
cms
1 19* 48.2*
1 19 48.2
1 19 48.2
1 17 43.1
1 18~ 47.8
1 19 48.2
1 19 48.2
- - - - - - --
,.q 1 (a) 8 * 20 .4*
(Q
~ 4(a)11to 28 to
"td 13 33
o 10(a)8 to 20 to
rl 10 25.4
,Q)
~ 1 24)4 61 = 5
6 1 (a) 11)4 28.6
~
o
H
E-I
~
o
~
.r!
m
p:j
------
- -
;~ 1 8)4 21
"".-
~] 1 (b) 5~ 14
0:'"
- - - - - - --
~ 1 15 * 38 *
o
~ (Q 1 (b) 11 28
iXl ~ 1 1 5% 40
..c1iXl
~ 1 17.9 45.4
~ 1(b) 13)4 33.6
Q)
~ 1 (b) 5 12.7
m
H
*
Weifht
Ibs. Gms.
2.6*
2.5
2.9
2.3
2.1
3.0
2.0
1200 *
1125
1300
1061
964
1346
890
- - - I- - -
o . 20 * 90 *
0.60 274 to
to .83 380
.19 to 86 to
0.32 147
4.0 1828
.50 226
- - -
.68
.32
- - -
1.5*
=57
1.6
3.0
1.1
.04
~ - - -
311
144
~ - - -
700*
258
725
1352
478
20
Date
Tested
3-28-73
5-25-73
"
"
"
"
4-9-74
- I- - - - -
5-4-73
5-25-73
5-25-73
4-9-74
"
------
4-9-74
"
------
5-8-73
5-25-73
"
4-9-74
"
"
Total
Months
In Lakes
15
18
"
"
"
"
28
- - - -
2 min. *
3 min.
3 min.
36
13 min.
- - -
36
24*
- - -
25
18*
26
36
24*
12*
(a)
(b)
Indicates approximation
Indicates fish born in lakes or plant of 3-1-73
Indicates fish born in lakes
141
Mercury
mg/kg
2.0
2.28
1-92
2.66
3.17
1.92
2.9
- - -
0.32
Aver.
0.25
Aver.
0.46
1.4
0.9
- - -
1.0
0.4
1 -2~95
3.0
I 0.88
2.0
.3.5
0.9
-------
Mercury may also be methylated nonenzigmatically although
this is not a major source (Nelson, et aI16).
The methylation of mercury is reported to be a function of
redox potential, mercury concentration, microbial activity,
temperature and pH (LangleyI7). As mentioned before, the
redox potential controls the conversion of various forms
of mercury to divalent mercury from whence it then can be
methylated. The initial products of methylation are both
dimethyl and monomethyl mercury. Dimethyl mercury is less
toxic than monomethyl mercury and also, more volatile.
Thus, dimethyl mercury is more likely to escape to the
atmosphere.
At high mercurial concentrations, the formation of mono-
methyl mercury is favored. Methylation is not inhibited due
to the toxic effects of mercury until concentrations on the
order to 500 ppm are reached (Fagerstrom and JernelovI8).
One of the amin parameters that controls microbial activity
is temperature. As the temperature increases, so does the
rate of microbial activity. As the rate of microbial acti-
vity increases, so does the rate of methylation. Further-
more, methylation will proceed at a much faster rate under
aerobic conditions than under anaerobic conditions. Finally,
under alkaline conditions, the formation of dimethyl mercury
is favored. Under acid conditions, the dimethyl mercury
resulting from methylation decomposes to monomethyl mercury
resulting in a higher proportion of less volatile monomethyl
mercury and a greater detention time for the mercury in the
system
In order to classify sediments according to organic content,
Ballinger and McKee19 have developed the Organic Sediment
Index (OSI). This is a qualitative parameter calculated as
the product of the percent organic carbon and percent organ-
ic nitrogen in a sediment sample. Furthermore, it has been
142
-------
found that the rate of mercury methylation is directly re-
lated to the OSI (Langley17).
Consequently, to determine the ability of the bottom sedi-
ments of the lakes in Apollo Park to methylate mercury, four
sediment core samples were taken and analyzed for mercury.
Two of the samples were also analyzed for percent organic
carbon and percent organic nitrogen to determine the OS1
of the sediments. The sampling points are illustrated on
Figure 49. Sampling point "A" is located in the proximity
of the main discharge point of the polished waste water into
the lakes. The other three sampling points represent typi-
cal bottom conditions.
Although the samples taken from the bottom of the lakes con-
sist of natural soil, they are not from the same environ-
mental setting as the natural soil elsewhere around the
park. Therefore, three grab samples of natural soil were
taken from outside the park. These three samples (points
1A, 2A, and 3A on Figure 49), were taken on the upwind side
of the park. This was done to determine what the mercury
concentration is in the material that is carried across the
lakes by the wind.
Grab samples were also taken of the soil inside the park
since different soil conditions exist here (natural soil
mixed with gypsum, chicken manure, and sludge) and also,
different environmental conditions because of watering
practices. Sampling points are shown in Figure 49. Two
additional samples were taken of the sludge from the bottom
of oxidation pond No.2 of the District 14 Water Renovation
Plant. This was not the same pond from which the sludge
used in Apollo Park was taken, but represented the oldest
sludge in the plant, being deposited in the last two years.
143
-------
IA8
O~G
L'S~~ 8 A
~~,,"'
~~\" ~
~~ ~g. \ s"~~
,,[1/ ~~ ~'\
"fI' "--/
88
3A8
-...-----..---
LEGEND:
~--
AREAS OF ZANNICHELLA AND CONJUGATE
ALGAE GROWTH.
8 - - - SAMPLE POINTS FOR MERCUR¥ CONTAMINATION STUDY
Figure 49 PREDOMINANT GROWTH AREAS FOR
AQUATIC PLANTS AND MATTED FIL.Ar1ENTOUS ALGAE
To determine the presence of mercury in the food chain in
the lakes, samples were taken of the biological life. Each
lake was dragged with a #20 algae net (0.0662 mm or 0.003"
aperature). A sample of organisms in the aquatic weeds
found in Lake No.3 was also taken and finally, a crayfish
obtained from the park officials was also analyzed. Sampling
of the benthic organisms was also attempted, but due to
im]?roper sampling equipment, this phase of the program was
144
-------
discontinued. The samples were all stored in a freezer
prior to transport to the lab.
The results of the sampling program, including the water,
conducted at Apollo Park are shown in Table 20.
The samples taken from the bottom of the lakes were sandy
in nature and fairly uncohesive except for the surface
sample taken from Lake No.3. This sample was divided into
three portions to see how the mercury concentration varied
with depth. The surface sample, about 6 mm (1/4") in thick-
ness, consisted of a black sludge-like material. The middle
sediment and the deep sediment samples, both about an inch
in depth, were of the same sandy consistency as the samples
taken elsewhere of the lake bottom. The other soil samples
consisted of sandy material also; those inside the park
were more cohesive than the others because of the soil
conditioners that have been added.
The relative concentrations of mercury in the soil samples
is as expected. The samples taken from the lake bottoms,
being in an environment conducive to methylation, have much
less mercury in them than the samples of natural soil taken
outside the park. Similarly, the soil samples taken inside
the park are lower in mercury concentration than the soil
outside the park illustrating the probable effect of the
addition of the soil conditioners and the leaching.
The concentration of mercury found in the samples of sludge
from the oxidation pond are significantly high. However,
it is doubtful that the dried sludge used as a soil amend-
ment on the park grounds actually contained any mercury.
The reason for this is that there is a rapid formation of
volatile dimethyl mercury when wet, organic, mercury contam-
inated sediment is exposed to the air (Jernelov and Lunn20).
The values for the Organic Sediment Index are very low;
145
-------
Table 20
MERCURY ANALYSES OF SOIL, BIOTA, .ANI) LAKE WATERS
Sample Location Sample Type Mercury Content
mg/kg
1A Soil 0.240
2A Outside of Park Soil 0.880
3A to West Soil 0.851
1 Inside Park, Soil O. 100
2 West Side Soil 0.391
3 Soil 0.252
A Lake No. 1 Sediment 0.531
B Lake No. 1 Sediment O. 212
C Lake No. 2 Sediment 0 . 101
D Lake No. 3 Surface Sed. 0.,197
Middle Sed. 0.343
Deep Sed. 0.143
Oxidation Pond No. 2 Sediment 0.509
S.W. Corner
Oxidation Pond No. 2 Sediment 0.547
Between Dischg. Pts.
Lake No. 1 Zooplankton 1=59
Lake No. 2 Zooplankton 0.704
Lake No. 3 Zooplankton 1.84
Lake No. 3 Amphipods 0.237
Apollo Lakes Crayfish 0.099
Lake No.1 Water <: 0.001 mg/l*
Lake No. 2 Water < 0 . 001 mg/l*
Lake No. 3 Water <0.001 mg/l*
Tertiary Plant Water <0.001 mg/l *
Effluent
* Analyses conducted by State Department of Health,
April 30, 1973.
146
-------
0.00262 to 0.00647. This agrees with the OSI's calculated
by Ballinger and McKee19 for sandy sediments. However,
sediments with indexes this small should not methylate any
significant amount of mercury. Furthermore, the pH of the
water at the bottom of the lakes averages between 8.1 to 8.4
and the temperature ranges from 3-2100 (38-700F). This
would indicate that dimethyl mercury is the favored end
result of the methylation process of which a large portion
should be volatilized. Also, the temperature range indi-
cates that the methylation rate is not significant during
the winter months of the year.
The average concentration of mercury is the sediments is
only 0.254 mg/kg. The average concentration of mercury in
the natural soil from outside the park is 0.657 mg/kg.
This implies that almost 2/3 of the mercury originally in
the sediments has escaped over a period of less than three
years. Further studies are needed in this regard as this
is an extremely fast rate.
Another possible source of mercury is from the natural soil
outside the park. The wind carries an undetermined amount
of this material and drops it in the lakes. The data indi-
cate that this material contains a large amount of mercury.
Because of the high redox potential of the lake water, this
mercury would be quickly oxidized to inorganic divalent.
mercury if it wasn't in the form already. Inorganic diva-
lent mercury is preferably lipid soluble and has a greater
affinity for sulfide sulfur. Many of the substances that
constitute protoplasm contain sulfhydryl groups (-SH).
Therefore, the affinity of mercury for sulfide sulfur does
not only occur with organic matter such as humus, but also
with living organic matter such as plankton (Gavis and
Ferguson15).
A third possible source could be surface runoff from the
147
-------
park soil. This has been minimized by a diversion ditch
and therefore is probably insignificant.
The zooplankton taken from the lakes with the algae net con-
sisted almost entirely of Daphnia. An attempt was made to
separate the larger organisms out by filtration through a
larger mesh netting, but the mass was so dense that this
proved impossible. Due to the warm environment, the lakes
have been very biologically active. Daphnia is a filter
feeding crustacean that feeds on algae. It is reported to
be able to magnify the concentration of mercury over that
of the water it is in by a factor of 3570 (Hannerz21). The
concentration of mercury in the secondary effluent from
County Sanitation District 14 has never exceeded 0.0003
mg/l. The State Public Health Department reported the water
in Apollo Park to contain less than 0.001 mg/l (see Table
20). Assuming that the actual level of mercury in the water
is somewhere in between and that the average concentration
of mercury in the Daphnia is 1.38 mg/kg, the magnification
factor is between 1380 to 4600.
The organisms found in the weeds in Lake No.3 were mainly
detritus feeding amphipods. Mercury is excreted at a very
slow rate from fish and consequently, it is not surprising
to find the mercury level in these organisms to be lower
than in the Daphnia. The mercury concentration factor for
the amphipods is between 237 and 790. The crayfish was the
only one ever found in the lakes and how it got there in the
first place is a complete mystery. The mercury concentra-
tion factor for the crayfish was between 100 to 330.
Fish may concentrate mercury in a number of different ways,
depending on the species of the fish, how long the fish has
been in the mercury-polluted environment, the extent of the
mercury pollution, the metabolic rate of the fish, the
source of food, the age and size of the fish, and the epil-
148
-------
thelial surface area of the fish (Wallace, et a122). These
variables are only qualitative since environmental interac-
tion is so complex. However, the data in Table 19 bears
this out. The bass and trout taken from the Apollo Lakes
have higher mercury concentrations than the catfish. This
is for a number of reasons. First, the trout are plankton
feeding fish that were planted in the lakes on December 22,
1971. The bass, planted on March 16, 1971, generally feed
on other small fish and aquatic insects. Bass fingerlings,
however, feed more on zooplankton, filtering them out of the
water through their gills (the epilthelial surface). The
catfish are bottom feeders eating mainly detritus and aqua-
tic insects. Also, it is felt that because of their size
and weight, many of the test fish are part of the group of
catfish that were planted in the lakes on March 1, 1973.
Therefore, because of their age and feeding habits (trophic
level) the mercury concentrations in the catfish are lower.
The two bass sampled on May 25 present an interesting para-
dox. The longer, heavier specimen has only 0.88 mg/kg of
mercury in its flesh while the shorter, lighter specimen
has 3.0 mg/kg of mercury. From its size and weight, the
larger fish probably belongs to the group of bass originally
stocked in 1971 or to the first spawning which occured
shortly after stocking. The lighter fish is most likely
from the bass spawned in 1972. This discrepancy in mercury
concentration probably exists because the younger bass has
been feeding on zooplankton which it can filter out of the
water through its gills. The gill rakes of the adult bass
are too large to catch these small organisms. Consequently,
adult bass feed on other small fish (Gambusia, sunfish, and
bass fingerlings) and aquatic and terrestial insects. The
small fish planted in the lakes in 1971 were probably eaten
by the bass long before they could concentrate any mercury.
149
-------
Therefore, because the
less contaminated food
level of environmental
larger bass have
source they have
equilibrium with
been feeding on a
maintained a lower
respect to mercury.
Just as with the smaller organisms the fish also have an
accelerated metabolic rate as a result of higher tempera-
tures. This is best illustrated by the catfish. When the
smaller fish were planted in March of 1973, they weighed on
the average 65 grams and were 12 to 15 cm (5 to 6 inches) in
length. The average weight of the catfish sampled in May
is 172 grams and the average length is about 25 cm (10 in.).
The background mercury concentration in fresh water fish,
although difficult to assess, is assumed to be 0.20 mg/l or
less. The average mercury concentration in the catfish
after three months of exposure to a mercury-polluted envi-
ronment is 0.40 mg/l, at least twice over normal background.
All incoming water to the Apollo Park Lakes is either evapo-
rated or used for irrigation. Consequently, almost all of
the mercury removed from the sediment or water by any
organism will eventually find its way back into the sedi-
ments when that organism dies, settles to the bottom, and
decomposes. Mercury from decomposed matter again enters the
ecosystem in the form of inorganic mercury.
Before any course of action is taken, a more co~prehensive
sampling program should be conducted. There is a question
concerning the validity of the natural background concen-
trations of mercury found in the west side of Apollo Park.
No one has conducted a mercury survey on the soil in the
Antelope Valley. However, concentrations found appear
unusually high. Error may have been introduced through
sampling techniques or method of analysis. This is empha-
sized by the one sample showing only 0.240 mg/kg as compared
to the other two (0.880 mg/kg and 0.851 mg/kg). However,
all three of these samples are considerably higher than
150
-------
expected. Background mercury levels in soil have been
reported to be between 0.050 to 0.080 mg/kg (Shaklette,
et a123 and Tunnel124.) The discrepancy could also be
caused by previous environmental conditions. Apollo Park
is located on the east side of the General William J. Fox
Airfield. This is the downwind side of the airfield. The
field has been sprayed with various weed killers for years
to control weed growth. Although the weed killers present-
ly used do not contain mercury, those used in the past may
have. Therefore, it is recommended that a more thorough
soil survey be conducted to confirm those concentrations
found before and to see if the high concentrations are, in
fact, a local condition caused by the airport.
Secondly, it is not known how much mercury is actually
entering the lakes as a result of the "wind load." It is
recommended that a sampling program be carried out in an
attempt to measure this wind load. By knowing how signifi-
cant the wind load is and whether the high soil concentra-
tion is local, a course of action can be taken.
Interim Fishing Program
Because the testing program indicated that the mercury con-
tamination in the fish is a result of mercury methylation
from the soils and sediments in the lake and that the methy-
lated mercury is then passed through the food chain to the
fish, it was necessary to establish an interim program so
that the park could be opened to fishing.
As there is a plastic lining covering all lakes, the amount
of mercury that can be methylated is limited by the 30 cm
(1 foot) of earth cover over the lining and the amount of
mercury returned as organisms in the water die. Therefore,-
at some point in time, the process should be slowed and then
terminated. At such time, the only additional source of
151
-------
mercury will be from soil either washed or blown into the
lakes. At this time, it cannot be determined if the amount
of additional sources of mercury will be sufficient to cause
problems. As washed in soils can be controlled, a program
to determine quantities of mercury that might be blown into
the lakes will be initiated.
However, until the mercury concentrations can be reduced to
safe levels, an interim fishing program was initiated with
approval of the health agencies. This program was estab-
lished to control mercury contamination of the fish by a
controlled fishing and stocking program consisting of tw"O
main parts: kill and remove all existing contaminated fish
and introduce fish that will not become contaminated.
On April 9, 1974, all of the remaining hundreds of fish were
killed by application of "Rotenone", collected, and hauled
to a safe point of disposal. A total of 1140 kg (2500 Ibs)
of fish were removed which was twice the weight of fish that
were previously planted since March of 1971. It was quite
evident that the warm water species abundantly thrived and
reproduced, and as many as five generations of fish were
noted.
The "Rotenone" vaporized within three days, and the lakes
were safe for commencing the new fishing program.
Only Rainbow Trout are now stocked every two weeks in the
lakes because of the following reasons:
1.
They are readily available from hatcheries near
the Antelope Valley area.
2.
They will not reproduce.
3.
They will provide good test fish.
152
-------
4.
They are easily caught. From experience through-
out the State, nearly all planted trout are caught
in the first five days, and only 2% remain uncaught
after the first week. Therefore, it would be a
rare specimen to survive long enough to become con-
taminated above the approved mercury limit.
5.
They can survive as long as the water temperature
remains below 260C (7SoF).
A few trout are collected once a month at the time of stock-
ing to determine background levels of mercury. Also,
several trout from each plant are tagged so that a determi-
nation can be made on how long they remain in the lakes. A
few of the tagged fish are placed in a floating cage in the
lake where they can periodically be easily netted for mer-
cury contamination tests. In this way, mercury uptake and
concentration can be determined in the fish.
ALGAL GROWTH
Introduction
Special attention was given to algae growth problems in this
study. Because of the high nutrient levels normally found
in sewage treatment plant effluents, algae blooms can be a
serious problem. The prevention of this problem was one of
the major objectives of this program.
Algae blooms can, if large enough, be detrimental to fish as
they can produce severe diurnal fluctuations in dissolved
oxygen, clog fish gills, and cause high pH levels. Exces-
sive algae growths are also unwanted from an aesthetic
viewpoint. High turbidity, unsightly mats of filamentous
algae, or, in some cases, bad odors may result.
The pilot studies for this project, as indicated in Final
153
-------
Report, Waste Water Reclamation Project for Antelope Valley3
indicated that meeting the water quality standards outlined
in Table 2 would effectively prevent serious algal regrowth
problems. The algae studies of this program were intended
therefore to verify the conclusions of the pilot studies,
and to d~termine from the full scale system what factors
were responsible for algae growth in these lakes.
These algae studies proceeded along two main avenues.
First, a field data study was conducted, monitoring lake
and effluent water data. This would provide an early warn-
ing of unwanted algae conditions, and the data thus produced
could be reviewed for any apparent relationships between
water quality and algae growth. Secondly, a laboratory-
scale algae nutrient study was made to identify the growth
limiting nutrients and the growth potential for these lakes.
This study was conducted by Dr. Jan Scherfig of the
University of California, Irvine.
Field Data Studies
It is well known that algae will grow and multiply in a lake
if the proper environmental conditions are met. These in-
clude temperature, pH, sunlight, and nutrients (phosphates,
nitrogen, and trace nutrients). The same relationships
apply in the case of these lakes. The objective of this
study, however, was to determine the quantities involved.
That is, how much of an algae problem will develop, how much
and in what proportions is algae growth affected by the
environmental conditions, and to what level can the nutri-
ents be controlled?
To help answer these questions an extensive field data study
was undertaken. Wa~er samples were collected weekly for
algae counts, and chemical analyses were made on a bi-weekly
frequency. Lake profile data was also collected on a bi-
154
-------
weekly frequency. In the lake profile data, algae counts,
DO , temperature, turbidity, pH, alkalinity, and C02 were
measured at various depths throughout the lakes.
Alp;ae Types
The field data study was concerned principally with free-
swimming algae or phytoplankton. The term, algae, as used
in this report shall refer only to free-swimming algae
unless filamentous or conjugate algae is specified.
Chlorella was the most commonly found algae. Of all the
times samples were taken, Chlorella was found 71% of the
time. The next most commonly occurring algae was
Chl~ydomonas which was found in 49% of the samples. The
following Table 21 lists all the types of algae found and
the frequency with which each type was found. Algae
samples were collected on 67 separate days throughout the
period.
Although Chlorella was the type of algae most frequently
seen, some of the major blooms were caused by the other
types. For example, a Westella bloom that was measured up
to 88,000 cells/ml occurred in August, 1971. .An Oocystis
bloom of at least 72,000 cells/ml occurred in July of 1972,
and in March of 1971 a bloom that was approximately 50%
Nitzchia and 50% ChI orella reached a level of at least
110,000 cells/mI.
Figures 50 and 51 show graphs of the algae counts for each
month for 1972. Algae data was maintained for 1971 also,
but this has not been plotted because not all lakes were
filled then. 1972 was the first year of full lake opera-
tion. Because of the fluctuations in the algae cell
concentrations they are likely to be higher than those re-
corded. However, a rational estimate of the true average
cell counts for any month can be made by this method. Be-
155
-------
Table 21 ALGAL FREQUEl'J"CIES IN
APOLLO COUNTY PARK LAKE WATER
Frequency of
Algae Type Occurrences, as %*
Chlorella 71%
Chlamydomonas 49%
Oocystis 29%
Navicula 27%
Coelastrum 20%
Schroederia 17%
Nitzchia 17%
Ankistrodesmus 12%
Cocciod 10%
Scenedesmus 10%
Closteriopsis 5%
Pediastrum 5%
Cyclotella Less than 5%
Planktosphaeria " " "
Sphaerocystis " " "
Chromulina " " "
Chlorogonium " " 11
Westella " " "
Stauroneis " " "
Gloetanenium " " "
Nannochloris " " "
No Algae Found 5%
*For example, of all the days that algae samples
were collected, Chl~ydomonas was found 49% of
the time. The above summary is based on the
results of all algal tests made in the period
February, 1971, through December, 1972.
156
-------
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ct
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-------
cause these algae cell count averages fluctuate
(100 to 65,000+ cells/ml) the graph is drawn on
logarithmic scale.
Variations With Location and Depth - The data was examined
for variations in algae cell count between individual lakes
and at different water depths. There was no consistent
variation in the algae cell count with respect to depth, or
between individual lakes. In fact, as can be seen in
Figures 50 and 51, which show the algae counts at various
depths and individual lakes, there was usually very little
variation at all in the algae counts.
so widely
a semi-
Filamentous and Attached Al~ae - Matted filamentous algae
also appeared in the lakes. The algae types w.ere princi-
pally Spiro~a, Anabaena, and Siro~onium. These algae
types grew mainly in the shallower and wind-protected areas
of Lake No.3. The quantity of filamentous algae which
occured w.as not measured, although it did appear to remain
at a stable level.
From the very first weeks that water was put into the lakes,
growths of Sti~eoclonium Tenue, and similar types of blue-
green algae appeared. These were green and blackish fuzzy
growtns attached to the rocks along the shoreline. The
growths were usually sparse, and never more than about one
tenth of an inch thick.
The populations and zonation of these attached algae types
varied seasonally. For example, in June, the zonation of
these algae was particularly conspicuous with the blue-green
algae forming a black band at the water level. Later in the
summer the zonation became less conspicuous, and the
Sti~eoclonium decreased considerably probably due to damage
from high light intensities and fluctuations in water level.
158
-------
Aquatic Plants
Algae growth cannot be considered apart from the aquatic
plant growth, since these two types of biota compete for
many of the same nutrients. Aquatic plants did grow in sig-
nificant amounts in these lakes, the principal species being
Zannichellia palustris.
Zannichellia occurs throughout California in standing or
very slow-moving alkaline or saline waters. It is said to
occur between March and November in most locations but such
statements overlook completely the persistence of the pros-
trate rhizomatous parts of the plants, and refer only to
that part of the plant which occurs above the substrate.
The rhozome perennates from one season to the next with
upright stems developing from it at intervals along its
length. The long-lived rhizome serves as a means of persis-
tence and spread and in most of California upright stems
are formed annually, in the spring, and disintegrate in
the fall.
For the Apollo Park Lakes, in June this species occurred
extensively in shallow water along the margin of Lake No.3
forming a dark green belt of vegetation, 3 to 6 feet in
extent, but almost totally submerged. Only a few portions
of stem and leaf appeared above water surface although this
was sufficient to provide a landing surface for insects and
a trap for floating debris. By July the plants were flower-
ing and seed had set in abundance. Some degeneration had
also taken place so that the belt of vegetation was now an
unpleasant brown fuscous color. Decomposition than pro-
ceeded rapidly so that by September most of the erect
upright shoots had died back to the prostrate rhizome or
only a few inches of persistent blackish stem remained. In
addition, mats of rotting Zannichellia were present through
all the lakes as a consequence of dispersion by wind. Seeds
159
-------
were present in this material and presumably were being shed
so that the species is probably now more widely dispersed in
the Apollo Lake system than was the case a year ago.
Although there is no mention in the literature of a s~cond
autumnal burst of growth in development in Zannichellia,
extensive seed germination and the origin of new shoots
from the prostrate rhizome system was noted in early
October. The presence of a substrate is required for
seedlings to become established and the number of germina-
ting seeds which had failed to root was producing a
considerable windrow along the edges of all three lakes.
Attached seeds were noted along the entire margin in about
6 inches of water and extensive development of new upright
shoots from the persistent rhizome was also observed.
The photographs in Figure 52 show some of the aesthetic
objections to the plant and filamentous algae growths. Fig-
ure 52C is a photograph of the Zannichellia growing in Lake
No.3 in July, 1973. Figure 52-B is another photo of Lake
No.3, but taken in September, 1973. By that time, as the
photo shows, large mats of filamentous algae were visible
in the water surface but most of the Zannichellia had died
away. Figure 52-A was taken in October, 1973, after an
autumnal bloom of the Zannichellia had occurred, and this
photo shows an interwoven mat of algae and Zannichellia.
Almost all of the filamentous algae and Zannichellia plant
growth took place in Lake No.3. The reason for this was
that Lake No.3 has more wind-protected areas than the other
two lakes, and because much of it is 1 to 2 feet, on the
average, shallower than the other lakes. Figure 49 is a map
of the lakes showing the places where most the growth
occurred. The relationship of the plant and algae growth
to wind protection and depth of water can be seen plainly
in this figure.
160
-------
A
~
0':1
~
B
1-
--
--
- ~ -!..7 -;- r
,,~
--
".
Figure 52
c
"'
A.
Interwoven mat of Zannichellia
and Filamentous Algae
Filamentous Algae Mats
Zannichellia Growth
B.
C.
FILAMENTOUS ALGAE ANI) AQUATIC PLANT GROWTHS
-------
These lakes are in a very windy area. Nearly every after-
noon is windy, and wind velocities over 40 mph are not
uncommon. For example, the climatological records main-
tained at the County General William J. Fox Airfield, which
adjoins these lakes, show for June of 1973 the wind on every
day reached at least 15 mps, and winds of 30 mph or more
occurred on 15 days. Because of these winds the wave action
in these lakes is substantial.
This wind and wave activity breaks up and uproo~s any
Zannichellia or filamentous algae blooms trying to grow in
the more open lake areas. Also the currents developed by
these w"inds and waves helps to concentrate these growths by
transporting the fragments to stiller areas.
Environmental Effects on Phytoplankton
Two environmental factors that are usually very important
to algae growth are temperature and sunlight. To help
examine how these factors affect algae, Figures 53 and 54
have been drawn.
Temperature - Figure 53 shows a comparison between the
average monthly water temperature (as measured at about 9:00
a.m.), and the cell count for phytoplanktonic algae. As
this figure shows, the maximum algae populations occur in
the summer months with the warmer water temperatures. How~
ever, significant blooms can also occur in w"inter and mid-
spring months, as the average cell counts for January, 1972,
April, 1971, and April, 1972 show. The predominating types
of algae also vary from month to month, and the water tem-
peratures may partly affect this. Table 22 shows the
predominant algae and monthly water temperature for that
month. In the cooler months, with water temperatures less
than 100C (50oF), the predominant algae types narrow down
to mainly Chlorella and C~yl~ydomonas. To a less marked
degree, this is also true for water temperatures in the
162
-------
&II
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en 5
t 80 8(10)
a: ..I
1&1 .
.... I!? 4
; 7 0 ~ (I 0)
o
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o 60,~UO)
~ 9
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ci 0
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~ 40 ~ (10)
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~ ~
~ 20 3 (10'
1&.1 8
Q 1
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(f) 9
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o ClO)
AVERAGE MONTHLY WATER TEMPERATURE
S MEASURED AT 8-10 AM
2
o
AVERAGE MONTHLY ALGAE COUNT-LOG SCALE
(AVG.FOR 3 LAKES) /\
/
:r
a:
20~
;
I&.
o
ILl
It:
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It:
ILl
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8
10 12 2
MONTH AND YEAR
6 8
1972
o
12
6
4
10
4
1971
Figure 53 COMPARISON OF WATER TEr1PERATURES
AND ALGAE COUNTS IN LAKES
AVERAGE MONTHLY AVERAGE MONTHLY
ALGAE COUNT. CELLS/ML SUSPENDED SOLIDS. MG/L
,~ " f,/ /,
I \ J ~ I \
\ ,1 \r,~, I \ /(~..../ ""
\.. ./ tv' I ../ 1\ '-
/ '-..j V I .~. "'
i ~.
2
6
8
12
2
4
10
4
1971
MONTH AND YEAR
6 8
1912
10
12
Figure 5~ COMPARISON OF ALGAE COUNTS,
SUSPENDED SOLIDS, AND TURBIDITY
163
-------
Table 22 PREDOMINANT ALGAL TYPES
RELATED TO MONTH .AND AVERAGE WATER TEMPERATURES
Month
March, 1971
April
May
June
July
August
September
October
November
December
January, 1972
February
March
April
May
June
July
August
September
October
November
December
Average
Water
Temperature
0c of
11.4
12
15
21
23
22
18
13
9
3
5
8
13.5
14
19
21
22
22
19
12
9
4
52.5
53.5
57.8
70.0
73.4
72.1
64.4
55.1
47.3
36.4
40.9
46.5
56.3
57.2
66.1
69.3
71.8
71.1
66.1
52.9
47.8
38.5
164
Predominant
Algal Type
Chlamydomonas
Chlamydomonas, ChIarella
ChI orella , Nitzchia
Nitzchia
ChI orella, Chlamydomonas
Westella
Chlorella
Chlamydomonas, Chlorella
ChI ore]
Chlorella, Coelastrum,
Chlamydomonas
Chlamydomonas
Chlamydomonas
Coccoid
Coccoid
Coccoid, Chlamydomonas
Chlamydomonas, Oocystis
Oocystis
Chlorella
Scenedesmus,
.Chlorella
Chlorella
Chlorella
Schroderia
-------
10-160C (50-600F range.) However, in the warmer months the
variety of predominant algae is much wider, although
Chlorella and Chylamydomonas may occur then also.
Sunlight - Sunlight also affects algae growth, as this sup-
plies the energy for cell growth. The amount of turbidity
and the concentration of suspended solids effect the amount
of sunlight that can pass through the water. Thus some
correlation between turbidity, suspended solids, and phyto-
plankton algae population ought to be expected. The
cloudiness of the weather would also be a factor in this
connection, but this was not measured in this study.
Figure 54 shows a comparison between the average algae cell
counts, the average monthly turbidity values, and suspended
solids concentrations. No clear relationship between
turbidity, suspended solids, and algae populations is
apparent.
The relationship between turbidity and algae growth is
examined more closely in Figure 55. Here the algae counts
from the bottom of the lakes, which should show the most
sensitivity to light reduction caused by turbidity are
plotted along with turbidity. Again the data does not
indicate that increases in turbidity cause reduction in
algae populations.
Consequently, the clarity of the water, as indicated by
suspended solids concentrations and turbidity, is not the
controlling factor in causing algae blooms in this lake
system.
Nutrients and Phytoplankton
The data was also examined for any relationships between
phytoplankton algae population and nutrient levels in the
water. Generally the most important nutrients are phos-
165
-------
phorus and nitrogen. In this study these nutrients were
measured as organic nitrogen, ammonia nitrogen, nitrates,
nitrites, and total phosphates.
~
«
~I~
~ 9
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I ~
.... ..J
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~ ~
b
o CD 100
I
AVG. MONTHLY AlGAE COUNT AT
/' " 3.6-4.3 M. ( 12 -14 FT. ) WATER DEPTH
" /' '<' (LOG SCALE)
I '\ I \
/ \ I \
\ I /' /',~ I '- - ""
'j ,/ \\ I "-
,/ I ,
... // \ / I~...............~. ',-. - -..
V \':v", AVG.MONTHLYTU~I~-
3.6-4.3M(l2-14FT)WATER ,
... DEP H
~ AVERAGE: MONTHLY. SURfACE
TURBIDIT '(
2
3
4
5
6
8
7
9
10
11
12
MONTH I 1972
Figure 55 COMPARISON OF TURBIDITY
AND .ALGAE COUNTS AT 12-14 FT. WATER DEPTH
The concentration of a nutrient in a lake for any month is
determined by:
1.
2.
3.
4.
The concentration of the previous month.
Any change in concentration due to replacement of
the water with water of a higher or lower concen-
tration.
The increase in concentration due to evaporation.
The increase in concentration due to nutrients
carried in by irrigation runoff.
166
-------
5.
The increase in concentration due to a die-off of
biota, partially releasing previously consumed
nutrients.
6.
The decrease in concentration due to consumption
by biota within the lake.
Throughout the first six months of 1972, any possible inflow
of nutrients due to irrigation runoff would have been negli-
gible. This is because, as the hydrographs of Figure 56
show, very little irrigation was done until July of 1972.
The major part of the irrigation water used before July was
used on the Fox Airfield grounds, and none of this would
have returned to the lakes.
it. 2
z
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t 2328
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709.87 ~-
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709.57 ~
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Q --~ ..RlGATiOZ . EVAPORATION . "
~ ,--:--.-. I '. '-
a:: 0.1 -':.i'''. ... -..
"" .", '.-- .
~ 0 '-.'
JAN FEB MAR APR MAY JUN JUL AUG SEP OCT
1972
cS
~
2000 ~.
~
a::
1500 ~
9
~
1000 ~
4i
c
cl
~
O.
DEC
Figure 56
1972 HYDROGRAPHS FOR LAKES
167
-------
Figure 57 shows a superimposed plot of algae population and
nitrates for 1972. The nitrates are plotted separately for
the tertiary plant effluent, and each of the individual
lakes. The consumption of nitrates is shown in this graph
by the decreasing concentrations of nitrates found in the
waters as flow progresses through the lakes. For the first
six months of 1972 the flow entered Lake No. 1 and irriga-
tion water was pumped from Lake No.3. During this period
the nitrates are highest in Lake No.1 and lowest in Lake
No.3.
567
MONTH, YEAR 1972
Figure 57 COr1PARISON OF NITRATE LEVELS, INDIVIDUAL
LAKES AND TERTIARY TREATl'1ENT PLANT EFFLUENT
1.80
z
U) 1.60
,.:(
..J
.......
~ 1.40
'if
~ 1.20
o
II::
I-
Z 1.00
w
~
~ 0.80
Z
>-
:f Q~60
I-
z
~ 0.40
cS
~
0.20
0.00
"
. '
.' '"
\ I \ //" ALGAE COUNT
\ -'V ~
\\ r- 'f.../, --..,.
, / " "
\ \ / I \ "--.....
\ V " "
, " TTP EFFLUENT
\ '''''''
\ I'
, .'
\ ' \
, "
I \
\"
I ~
\, ;L.- / ./. " \
" '''''''''../ .'\...
\...--; "
, I
10'
LAKE I
LAKE 2
LAKE 3
8
9
10
II
12
168
-------
After June of 1972 the fresh tertiary influent was dis-
charged into Lake N0.3 and the irrigation water was taken
out of Lake No.1. After a transition period the relative
nitrate concentrations reversed, with the. highest concentra-
tion in Lake N0.3 and the lowest in Lake No.1.
If the nitrates were not being consumed the nitrate concen-
tration in the first lake would be the lowest, and,
principally due to evaporation, the concentration would
steadily rise as the water progressed from lake to lake.
As an example, such a rise due to evaporation is clearly
seen in the graphs for total dissolved solids and alkalinity,
Figures 58 and 59.
LAKE I
,'-.-."'-'''"'.
. "
/ .
. LAKE 2 '\.
. """'.
13X>
~IOOO
~
cIS
ci 900
.-:
~
~ 8
~
c!S700
~
600
.....' .~,
-- / ....
--- /. "LAKE 3
~ ~ ~
, . ...... ~-
/ / ,/
-.-.-.-" .... _/
/ ' ~-
./
_..-J
II
TTP EFFLUENT
"....-c::...
, "
~~ , ~,~~-
,---. "'~,
, --""""",,'-"',
~'
...~
...'
,
500
12
Figure 58 COMPARISON OF TOTAL DISSOLVED SOLIDS IN LAKES
169
-------
200
180
",160
o
<.J
8140
(fJ
ct
~120
C)
~
~IOO
z
:i
~ 80
..J
ct
60
40
LAKE I
~E3
...
..~
,..... -- ........"".
'..... ....... . '.
""'...--..--"'---~ "
"'...' :i'
,----...., ","'-"-
" ... "
,'L.AKE 2 /'" .
, ~ ",.
t... ~.
......... --.-.-......_.~
TTP EFFLUENT
2
3
5 6
MONTH, 1972
Figure 59 AVERAGE MONTHLY ALKALINITY LEVELS
IN LAKES .AND TERTIARY TREATMENT PLANT EFFLUENT
4
7
8
9
10
12
II
However, in the case of phosphates, organic nitrogen, and
nitrites, the pattern is different. Comparison plots for
these substances are shown in Figures 60, 61, and 62. For
these nutrients the concentrations tend to increase as the
water progresses from lake to lake. Thus the effect of
consumption is less than the combined effects of evaporation
and possible nutrient release. Ammonia nitrogen was also
measured routinely, but a graph for this is not shown here.
This is because the ammonia nitrogen levels were zero
throughout almost all of 1972.
170
-------
6 7 8
MONTH, YEAR 1972
Figure 91 COMPARISON OF ORGANIC NITROGEN LEVELS,
INDIVIDUAL LAKES .A}Jl) TERTIARY TREATMENT PLANT EFFLUENT
0.5
0.0
1
3.0
..J
"
C)
:E
z
~ 2.0
o
II:
~
Z
u
Z
ct
C)
II:
o
1.0
0.5
1
LA
567
MONTH, YEAR 1972
Figure 60 COMPARISON OF TOTAL PHOSPHATES,
INDIVIDUAL LAKES AND TERTIARY PLANT EFFLUENT
3
8
II
9
10
4
12
"2
3
4
5
9
10
II
12
171
-------
0.05
0.04
0.03
Z
In
-------
C
= Average monthly concentration of nutrient
(e.g., total phosphates, nitrates, organic
nitrogen, etc.) in influent, as kg/m3.
C'
= Average monthly concentration of nutrient
in lakes, as kg/m3
v
=
Volume of water held in lakes, m3
~C'
=
Change in nutrient concentration in lakes
during month, kg/m3
N.C.
= Nutrient consumption by algae, aquatic
plants, and other biota, kg/mo
The loss of a nutrient computed in this way would represent
the quantity of that substance taken out of solution from
the lakes and consumed by the algae, aquatic plants, or
other biota in the lakes. A negative result obtained from
the above computation would indicate a net release of that
specific nutrient into solution. This could be caused by
a die-off of the algae or aquatic plants that had previous-
ly consumed the nutrient.
Figure 63 shows the month by month computed consumption or
release of total phusphates, nitrates, and organic nitrogen.
These are the principal nutrients. Also plotted in Figure
63 is the average monthly algae count (phytoplankton).
The net nutrient release shown for June and July in Figure
63 may have been partially caused by fertilizers carried
into the lakes by sprinkler irrigation runoff. The hydro-
graph of Figure 56 indicates that heavy irrigation began
at that time. Prior to then this would not have been a
factor, as very little irrigation was being done.
173
-------
IJJ (/)
~I~ ~- 400
Co:) z \
9 ...2
~15 zt: 300
~ I&I~
o -~
u 2 o:(/)
~IO SZ 200
IJJ zO
U u
~I
~IO
1-...1
~I&I
ZO:-2oo
I
,
"
/'
/
--- ......., /
/' '.J
I
I
,
,
, ALGAE COUNT
'-~
"
- - - ......
"
ui
200 ~
Z
o
1501- ~
Z:I
IJJ~
if(/)
I ~~
zu
10
50
o ui
~
I- .
zlJJ
IJJ(/)
-50if~
I-...J
~IJJ
zo:
2
3
4
8
9
10
II
12
5 6 7
MONTH,I972
Figure 63 COMPARISON OF NUTRIENT CONSUMPTION
.AND ALGAE POPULATION IN LAKES
Because there is so little apparent correlation betw"een the
computed nutrient consumption or release and the algae popu-
lation, the free swimming algae was not the principal con-
sumer of these nutrients. Most of the nutrients were
apparently consumed (or released) by other biota in these
lakes, such as filamentous algae and aquatic plants.
Dissolved Oxy~en
The effect of the algae on the dissolved oxygen (DO) levels
was continually checked. A large algae population can
cause severe diurnal fluctuation in DO, harming the fish.
The DO was checked about an hour before dawn when the mini-
mum should occur, then again in mid-morning when the regular
water sample was taken. Figure 64 shows a plot of pre-dawn
and regular daytime DO averages. Superimposed on this are
the monthly average algae counts.
174
-------
(J of
I&J 0
;i 5 en
~(JO) ~
CI .J
o 4 ~
..J (J 0) ~
.J -
~ z
...... 3 I&J
~(lOJ CI 15
..J ~
~ ~
~ 2
z(lO) 0 10
5 I&J
U ~
~ (I 0)1 0 5
CI en
..J en
CI: 5
(10)0
AVERAGE MONTHLY ALGAE
COUNT (LOG SCALE)
,," AI
'\" I X
\ " ~ A./ \
\ ,J " " \ ('J '\
v/ ''-J \ , \
NORMAL DAYTI ME DO \ I '--,
12
MONTH AND YEAR
Figure 64
COMPARISON OF AVERAGE MONTHLY DO
ALGAE COUNTS IN LAKES
LEVELS A l\ffi
The rise and fall of the DO averages is due primarily to
waGer temperature. The algae populations do not, at the
levels experienced, appear to seriously affect the DO
levels or cause any wide differences between the pre-dawn
and daytime DO level.
The profile chemical data collected included DO measurements.
Figure 65 shows comparisons between the surface DO and the
lake bottom DO and the corresponding algae counts for each
lake. In Lake No.2, Figure 65 shows a substantial differ-
ence in DO between the lake surface and bottom throughout
the period of maximum algae growth.
175
-------
16
14
12
10
8
6
16
14
o
en 12
c(
...J
"
C) 10
~
z 8
kJ
C)
>-
)(
0 6
o
kJ
> 4
...J
o
en
en
0 2
16
14
Ie?
..- '-""",
AVG.MONTHLY ".-"-- ','-. lAKE NO I
ALGAE COUNT)~ '....,
,.......... " ----
I ~ --~ ~
/ SATURATION DO y'
CORRECTED FOR SURFACE. DO .. /\ 1
ALTITUDE IP \ 10
~ .z.... ., \
- \
~" ----- .. / \ 10'
~ .." \
-~ \
BOTTOM 00 10«'
104
AVG. MONTHLY " LAKE NO 2
~/,. "
,........... ~ "
, ---~ ...., ~
I "IOs~
I SATURATION Do ...., ' en
CORRECTED FOR ...,~~" 8
URFACE... 10l...J
,~ .......
..~ ~
10'8
!:i
C!
10°;J
~
~
i
~
, /
, ,.
~__~BOTTOM
DO.
10'
LAKE NO 3
104
10
8 10'
6 100
I 2 3 4 5 6 7 8 9 10 II 12
MONTH, 1972
Figure 65 DISSOLVED OXYGEN AND
ALGAE COUNT LEVELS--LAKES 1, 2, and 3
176
-------
While this may have been caused by the algae, the same
effect does not occur in Lakes No.3 and 1. The curves for
surface DO are very similar for all three lakes.
The saturation values of dissolved oxygen, computed as a
function of temperature, are also shown in Figure 65. The
actual DO values generally run below the saturation value,
particularly in the warmer months. However, the actual DO
values shown here are somewhat biased in that all measure-
ments were made between 8:00 and 10:00 a.m. They may not
accurately represent the average that would have been
obtained for measurements made over the entire day.
LABORATORY ALGAE NUTRIENT STUDIES
Introduction
Special laboratory scale algae nutrient studies were conduc-
ted by Dr. Jan Scherfig of the University of California,
Irvine. The specific objectives of these studies were:
1.
To identify factors responsible for algal growth in
the recreational lakes:
(a)
Growth limiting nutrients in,
(i) Tertiary treatment plant influent
(ii) Tertiary treatment plant effluent
(iii) Water in Lake No. 3
(iv) Water in Lake No. 2
(v) Water in Lake No. 1
(b)
The role of trace metals and
quality of the aquatic lake
relation to the performance
treatment process.
vitamins on the
environment in
of the tertiary
2.
To determine the reference level of algal growth in
continuous culture under standard laboratory condi-
tions for the five waters listed above.
177
-------
3.
To estimate the long-term steady state levels of
algal and attached aquatic plant growth.
Two main types of laboratory experiments were conducted.
These were: algal bioassay investigations (batch bioassays
to determine the growth limiting nutrients or trace sub-
stances in the above waters), and continuous culture
investigations. The continuous culture investigations were
to evaluate the kinetic algal growth parameters and thus
permit estimates of the reference algal growth levels for
these lakes.
Water samples for these tests were collected from the
tertiary plant and from Apollo Park Lakes in May, June,
September and October, 1973. The long period over which
samples were collected was designed to detect any differ-
ence in lake nutrient status due to the increasing photo-
peri~d and seasonal variation. All water samples were
collected in 19 liter (5-gallon) Nalgene bottles and Btored
in the dark at 40C (39.2oF).
The samples were collected as grab samples from the tertiary
plant influent (taken upstream to the alum injection point),
plant effluent (downstream of the detention basin), and from
the lakes. From each lake grab samples were taken from two
standard locations.
Algal Bioassay Investigations
Batch algal assays were used to identify growth limiting
nutrients. They were conducted in accordance with the
If Algal Assay Procedure: Bottle Test."25 All materials used
in the culture apparatus were those shown to have minimal
effect on algal growth (Justice, C., et al.26). A photo-
graph of a typical batch assay unit is shown in Figure 66.
178
-------
BATCH ALGAL BIOASSAY UNIT
CONTINUOUS CULTURE UNIT
FIGURE 66 PHOTOGRAPHS OF LABORATORY EQUIPMENT
USED IN ALGAE NUTRIENT STUDIES
179
-------
Selenastrum Capricornutum Printz, as recommended in "Algal
Assay Procedure,n25was used throughout this investigation
as the test species. Stock cultures were plated several
times to minimize bacterial contamination and maintained at
200C (680F) in the standard nutrient medium.
The reference medium used for spiking purposes and as a
standard against which the different effluents were compared
is shown in Table 23. The reference medium was made up in
batches from time to time during the course of an experiment
and conforms to the recommendations of "Algal Assay Proce-
dures. ,,25
Growth limiting nutrients were determined by means of
factorial spiking experiments as described by Murray et alJ7
and in "Algal Assay Procedures. ,,25 The factorial experiments
were designed and analyzed as fractional factorials as
described in Plan 6A.1 by Cochran and Cox.28 "Factor" refers
to the element (or combinations of elements added as a
single factor) as shown for each experiment. Two sets of
preliminary spiking experiments and two sets of factorial
experiments were conducted for each of the five water
samples. Since it had been agreed that vitamins would be
one of the factors investigated in the factorial experiments
some preliminary experimentation was necessary to determine
how best to arrange the remaining nutrients into factors.
Nutrients investigated in the first preliminary experiments
were classified in the following three groups:
1.
2.
3.
phosphorus and nitrogen combined
iron and mangane s e combined
trace metals (B, Zn, Co, Cu, Mo)
180
-------
Table 23 REFERENCE MEDIUM COMPOSITION
Macronutrients - The following salts, Biological or Reagent
grade, in milligrams per liter (mg/l) of glass-distilled
water.
Concentration Concentration
Compound (mg/l) Element (mg/l)
NaN03 25.500 N 4.200
K2HP04 1.044 P 0.186
lYlgC12 5.700 Mg 2.904
MgS04 . 7H20 14.700 S 1 . 911
CaC12 . 2H20 4.410 C 2.143
NaHC03 15.000 Ca 1.202
Na 11.001
K 0.469
Micronutrients - The following salts, Biological or Reagent
grade, in micrograms per liter ()lg/l) of glass-distilled
water.
Concentration Concentration
Compound Cug/l) Element (}lg /1 )
H3B03 185.520 B 32.460
MnC12 264.264 Mn 115.374
ZnC12 32.709 Zn 15.691
CoC12 0.780 Co 0.354
CuC12 0.009 Cu 0.004
Na2Mo04 . 2H20 7.260 1"10 2.878
FeC13 96.000 Fe 33.051
Na2EDTA . 2H20 300.000
181
-------
Nutrients selected for the second set of preliminary experi-
ments were:
1 .
2.
3.
nitrogen
phosphorus
no addition
Data from the preliminary spiking experiments were used to
select three other factors which would be tested with the
vitamin factor in the growth limiting factorial experiments.
Factors selected were:
1 .
2.
3.
4.
nitrogen
phosphorus
trace metals (B, Zn, Co, Cu, Mo, Fe, Mn)
vitamins (thiamine, biotin and B-12)
Spiking was performed by the addition of specified amounts
of concentrated stock solutions of nutrients such that the
increase in concentration after addition to the sample being
tested corresponded to 33 percent of the concentration of
the reference medium described above. For example, spiking
with iron was done such that 11 ~g Fe was added per liter of
sample being tested.
Two different parameters of biomass were used to measure
algal growth: cell number and total cell volume. The
methods used to determine these parameters are described in
detail by Murray et al.27
The different ways of measuring algal growth are useful for
different types of investigation. Measurement of dry weight
is useful in terms of energy values, cell numbers are of
significance from a turbidity and analytical point of view,
and total cell volume is a useful parameter which may com-
bine the advantages of cell counts and dry weights.
182
-------
Table 24
VITAMIN ANALYSES OF LAKE WATER SAMPLES
Date Thiamine Vitamin
Lake No. Collected (HCL) B-12 Biotin
p.g/l p.g/l p.g/l
1 5-9-73 <: 0 . 02 0.016 0.009
1 9-5-73 0.8 0.031 0.020
2 5-9-73 <.0.02 0.023 0.013
2 9-5-73 0.30 0.053 0.020
3 5-9-73 ~0.02 0.12 0.017
3 9-5-73 0.60 0.039 ~ 0 . 010
Measurements of cell volume correlate best with optical den-
sity, what the eye actually sees, and this may be the most
useful assessment of algal growth, particularly by the
nontechnical viewer.
In order to furnish supporting information for these labora-
tory tests, chemical analyses were made for each sample.
Each sample was analyzed for the following parameters:
suspended solids, dissolved solids, volatile suspended
solids, volatile dissolved solids, nitrates, nitrites,
Kjeldahl nitrogen, total phosphate, ortho phosphate, iron,
manganese and pH. In addition, some of the lake samples
were analyzed for thiamine, vitamin B12 and biotin as shown
in Table 24. A semiquantitative spectrographic analysis was
performed on each of the five water samples collected in
September and also on the reference medium. The results of
these chemical analyses are summarized in Tables 24, 25, and
26. Chemical analyses were conducted in accordance with
"Standard Methods for the Examination of Water and Waste
Water,,6.
183
-------
Table 25 ANALYSIS OF WATER SAMPLES FOR
LABORATORY STUDIES
Sampling
Date Tertiary Tertiary
Constituent* ( 1973 ) Influent Effluent Lake 1 Lake 2 Lake 3
Suspended 9 May 113 4 60 50 27
Solids 18 June 117 5 67 41 36
5 Sept 118 1 39 27 28
Dissolved 9 May 660 657 1101 1031 942
Solids 18 June 686 642 1158 1075 924
5 Sept 706 758 1198 1149 1055
I-'
00 Volatile 9 May 106 4 12 12 8
~
Suspended 18 June 109 5 18 8 16
Solids 5 Sept 50 0 6 6 7
Nitrate 9 May 1.7 1.9 .2 .2 .6
Nitrogen 18 June .1 .1 .1 .1 .1
(as N) 5 Sept .01 .00 .02 .01 .02
Nitrite 9 May .38 .01 .02 .02 .02
NitrolSen 18 June .03 .02 .03 .00 .00
(as N) 5 Sept .01 .00 .02 .01 .02
Kje1dahl 9 May 12.0 2.1 2.8 2.5 2.2
Nitrogen 18 June 15.4 2.1 2.4 2.1 2.1
(as N) 5 Sept 13.4 2.4 2.5 2.5 2.8
*NOTE: All units are in mg/l unless otherwise shown.
-------
Table 25 COQt'd ANALYSIS OF WATER SAMPLES FOR
LABORATORY STUDIES
Sampling
Date Tertiary Tertiary
Constituent* (1973 ) Influent Effluent Lake 1 Lake 2 Lake 3
Total 9 May 24.3 .48 .87 1.02 4.19
Phosphate 18 June 31.0 .10 .38 .29 .21
5 Sept 24.1 .16 .49 .53 .40
Ortho- 9 May 23.2 .13 .44 .35 .40
Phosphate 18 June 19.4 .06 .35 .26 .19
5 Sept 23.5 .09 .33 .31 .27
...... Iron 9 May .15 .14 4.00 3.30 2.30
00 18 June 1.05 .60 4.85 2.20 2.35
C11
5 Sept .06 .02 2.85 1.95 1.38
Manganese 9 May .01 .01 .07 .05 .04
18 June .02 .01 .09 .07 .04
5 Sept .02 .02 .05 .04 .04
Volatile 9 May 161 55 31 47 80
Dissolved 18 June 117 49 69 84 58
Solids
pH 18 June 8.97 6.58 8.73 8.77 8.87
(pH units) 5 Sept 9.08 6.82 8.35 8.52 8.22
*NOTE:
All units are in mg/1 unless otherwise shown.
-------
Table 26 SEMIQUANTITATIVE SPECTROGRAPHIC ANALYSIS
OF METAL CONTENT IN WATER SAMPLES
NOTE: Values shown are expressed as percent of inorganic fraction of dissolved solids.
Tertiary Tertiary
Element Influent Effluent Lake 1 Lake 2 Lake 3 NAAM
Na 26.1 2$.0 25.3 26.4 2$.4 17.$
K 3.1 3.2 2.4 2.$ 2.$ 1.5
Ca .$6 .$0 2.4 1.2 .5$ .45
Si 2.6 .72 2.3 1.6 .92 .16
Mg .55 .60 .62 .64 .36 7.0
Al .01 .0062 .21 .15 .056 .001$
...... B .042 .022 .031 .16 .20 .27
00 P 1.5 .74 .41 .36 .42
0')
Fe .02 .0035 .15 .15 .10 .0$6
Mn .0016 .0016 .0049 .0032 .0023 .$6
Pb .065 .053 .037 .0073 .00$3 .027
Mo .034 .0034 .0042 .0026 .0017 .014
Li .006 .0044 .0024 .0022 .0025
Cu .0011 .0004 .075 .0015 .002$ .029
Ti .0033 .0029 .012 .0073 .0017
Sr .050 .044 .063 .06 .047
Cr .0015 .002$ .0022 .0016 .0015 .0031
Ag .0002 .0002 .0003 .0010
Co .0036
Ni .0020
Other Nil Nil Nil Nil Nil Nil
-------
Results of Preliminary Spiking Experiments
Treatment plant and lake water samples collected in
June were evaluated in a two-step procedure.
The first step, using the May water samples, was to compare
these with the nutrients in the reference medium, excluding
macronutrients such as calcium, magnesium, and sodium. The
macronutrients were excluded because their concentrations
May and
are sufficiently high in treatment plant and lake waters to
prevent them from being limiting.
Three replicates of each sample were sterilized and seeded
with the test alga to an initial cell concentration of 103
cells per milliliter. After 13 days following seeding,
which was approximately when the stationary phase of the
growth curve was reached, each replicate was spiked with
one of the three nutrients groups described above. Results
of this spiking are shown in Tables 27 and 28. Spiking
with the nitrogen-phosphorus combination resulted in a
marked increase in cell numbers and total cell volume for
the tertiary effluent and all lake water samples. A slight
increase in total cell volume occurred in the tertiary
influent samples spiked with micronutrients and the iron-
manganese combination. Lake No.3 water samples spiked with
micronutrients showed a slow but definite increase in both
cell numbers and cell volumes.
The second step in the preliminary investigation involved
the evaluation of nitrogen and phosphorus separately. Three
replicates of each of the June water samples were sterilized
and seeded with the test alga to an initial concentration of
103 cells per milliliter. When stationary growth phase was
reached, one replicate of each sample was spiked with nitro-
gen and one with phosphorus. The third, unspiked, replicate
was used as a control for comparing total biomass produced.
187
-------
Tab1e 27 CELL VOLUME GROWTH, PRELIMINARY SPIKING EXPERIMENT
Day of Growth After Seeding
~ample 13 Spike 14 17 24
Source 3 5 11
Total Cell Volume 108 u3/liter
Tertiary 597 1650 5601 6340 (Fe + Mn) 7085 8076 7518
Plant 499 1229 5139 6067 (N + P) 7171 7420 7618
Influent 564 1474 5174 6461 (Micro) 6845 8065 7547
Tertiary 144 422 506 559 (N + P) 821 1573 1961
Plant 196 378 409 461 (Micro) 494 616 470
I-' Eff'luent 129 373 387 437 (Fe + Mn) 449 476 395
00
00
273 249 198 350 (N + P) 341 1240 1865
Lake 1 304 187 187 216 (Micro) 197 211 235
145 262 184 221 (Fe + Mn) 262 198 227
235 300 227 326 (N + P) 312 1188 1915
Lake 2 173 204 213 266 (Micro) 247 281 475
446 162 169 226 (Fe + Mn) 254 315 315
174 228 471 545 (N + P) 754 1323 2234
Lake 3 252 421 629 751 (Micro) 766 845 1319
114 179 488 578 (Fe + Mn) 622 658 626
-------
Table 28 CELL NUMBER GROWTH, PRELIMINARY SPIKING EXPERIMENT
Day of Growth After Seeding
Sample
Source 3 5 11 13 Spike 14 17 24
Cell Numbers as 107 cells IIi ter
Tertiary 56 248 932 1177 (Fe + MIl) 1300 1464 1336
Plant 45 172 890 1198 (N + P) 1337 1513 1424
Influent 48 241 847 1127 (r.a cro ) 1212 1302 1264
,.... Tertiary 21 71 56 59 (N + p) 67 151 172
00 Plant 26 49 46 47 (Micro) 52 56 50
to Effluent 13 46 44 48 (Fe + MIl) 50 52 47
95 66 37 45 (N + P) 52 240 364
Lake 1 132 46 41 31 (Micro) 33 35 36
27 40 31 31 (Fe + Mn) 35 31 34
88 98 44 36 (N + p) 45 210 318
Lake 2 57 60 41 34 (Micro) 32 39 56
70 31 25 22 (Fe + Mn) 24 29 36
57 40 39 50 (N + p) 59 106 166
Lake 3 61 65 79 84 (Micro) 89 93 130
12 16 67 73 (Fe + MIl) 73 79 76
-------
Results are shown in Table 29. Tertiary influent flasks
spiked with nitrogen showed a 38% increase in cell numbers
and a 28% increase in cell volumes indicating that, of the
factors tested, nitrogen is limiting. Tertiary effluent was
definitely phosphorus limited in this experiment, but com-
plex interactions with nitrogen were observed in the main
experiment which was designed to detect such differences.
The results for the lake water samples collected for this
experiment did not show a consistent effect of addition of
the two nutrients tested. No reason was found for this in-
consistency, and the same inconsistency was not repeated in
the main spiking experiments, as more replicates were used.
Results of Main Spikin~ Experiments
The main batch experiments to determine
were performed as factorial experiments
samples.
limiting nutrients
on the June 18 water
Factorial experiments are designed to detect and evaluate
differences between effects due to different treatment. In
this case the objective is to detect differences in the
magnitude of algal growth (effects) due to the addition of
various factors (treatments) to the water sample being
tested. Each treatment must have at least two replicates
in order to calculate the inherent or random experimental
error. These experiments were designed and analyzed as 24
(four treatments each at two levels, with spike = level 1;
without spike = level 0) partial factorials with two repli-
cates for each treatment.
The partial factorial design reduces the number of flas.ks
required for an analysis and permits the simultaneous assay
of all five water samples at one time. This was considered
important in assuring no difference due to sample storage
or environmental conditions during the experiment. The
190
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Table 29 ALGAL GROWTH FOR NITROGEN AND PHOSPHORUS SPIKING,
PRELI~ITNARY SPIKING EXPERIMENT
7 Days After 14 Days After 19 Days After
Sample Type Seeding Seeding Seeding
Source of Cell Cell Cell Cell Cell Cell
Spike Number* Volume** Number Volume Number Volume
Tertiary None 122 2267 1002 5813' 1103 6700
Plant N 483 3372 1408 7914 1522 8555
lnfluent P 640 3837 1025 5518 1116 6330
Tertiary None 30.5 267 27.4 255 31.0 279
Plant N 25.4 213 21.2 202 24.9 230
Effluent P 68..0 499 75.7 646 83.5 737
'"'"
(0 83.2 126 34.6
'"'" None 11.9 19.5 290
Lake 1 N 38.7 212.0 29.6 257 33.4 275
f 5.9 41.3 21.0 116 22.2 159
None 20.4 130 31.3 223 41.2 222
Lake 2 N 44.0 220 47.6 221 26.0 132
P 23.$ 125 42.7 177 43.9 194
None 27.2 145 70.6 40$ 36.3 312
Lake 3 N 10.0 125 30.0 205 26.9 209
p No data No data 52.4 245 46.7 251
NOTES *Cell Number = Number of cells at 107 cells/liter
**Cell Volume = Cell Volume as 108 u3/1iter
The spike was added on the 13th day after seeding.
-------
specific experimental design used in this case allows for
separation and analysis of the four main effects: nitrogen,
phosphorus, trace metals and vitamins, but does not allow
for separation of all interactions between the main effects.
Using such a design, which has a total of 16 flasks for each
experiment, significance levels for the four main factors
and three first-order interactions can be determined. Dup-
licate flasks were spiked with the appropriate nutrients as
described previously. Algal growth was monitored every few
days until maximum growth was achieved. Maximum growth for
cell number and total cell volume might occur on different
days if cells continue to enlarge but do not divide. Data
from the day of maximum growth was analyzed for significant
factors.
As in the preliminary spiking experiments, a statistical
analysis of the results of this main spiking experiment
showed that trace metals and the vitamins mentioned above
were not significant limiting factors for algal growth.
Because trace metals and the specified test vitamins were
eliminated as growth limiting factors, the data from the
main spiking experiment were analyzed to examine the effect
of the two principal nutrients, nitrogen and phosphorus.
This was done by grouping the 16 individual results in each
experiment into 4 groups of 4 flasks each, as follows:
Group I - No N or P spike
Group II - N spike added
Group III - P spike added
Group IV - Both N and P spike
added
The average results of the flasks in each group were then
calculated, and are shown in Table 30. The increases in the
192
-------
Table 30 SUMMARY OF SIGNIFICANT NUTRIENTS AFFECTING ALGAL GROWTH
Values in table indicate average growth and difference between no treatment and
spiking with nitrogen, phosphorus, or nitrogen and phosphorus combined.
Growth Group I Group II Group III Group IV
Sample Parameter No Addition N Added PAdded N & P.Added
Average Average-Increase Average-Increase Average-Incr.
Tertiary Cell No. 684 851 67* 690 6 820 136
Influent Cell Vol. 4527 5489 967* 4425 -102 5245 718
~
c.o Tertiary Cell Noo 103 97 -6 106 3 241 138*
1:1.:1
Effluent Cell Vol. 684 977 296* 694 13 1873 1192*
Lake Cell No. 67 183 116* 67 0 304 237*
#1 Cell Vol. 389 1661 1272* 411 22 2106 1717 *
Lake Cell No. 62 139 77* 60 -2 311 249*
#2 Cell Vol. 360 1258 898* 359 -1 2141 1781 *
Lake Cell No. 71 101 30* 70 -1 272 201*
#3 Cell Vol. 410 1023 613* 413 3 2116 1706*
*Indicates statistical significance
-------
different growth parameters are as a result of spiking.
Results for the tertiary influent water sample show that
nitrogen addition resulted in a slight but statistically
significant increase in cell number, but not in total cell
volume. Thus, it can be concluded that the influent to the
tertiary plant, although slightly nitrogen limited, is
actually a fairly balanced medium for algal growth.
The analysis of the data for the tertiary plant effluent
shows very clearly that nitrogen is limiting and that there
is a highly significant interaction between nitrogen and
phosphorus. A spiking with nitrogen alone results in an
increase in cell number and cell volume, as compared to the
average of the four unspiked flasks in Group I. A spiking
with phosphorus alone does not result in a significant in-
crease in algal growth. However, if a combined nitrogen and
phosphorus spike is added, the resulting growth is higher
than that observed for nitrogen alone.
Based on these results it can be concluded that nitrogen is
li~iting in the tertiary effluent but that nitrogen and
phosphorus are quite closely balanced. In fact if the nit-
rogen concentration in the effluent increased by a small
amount then phosphorus would have been limiting.
Identical conclusions can be made for the three lake water
samples. Comparison of the growth increases from nitrogen
spiking show that the smallest increase is found in the
tertiary ef~luent and that the effect of spiking with nitro-
gen alone then increases from the tertiary effluent to Lake
No.3, to Lake No.2, and is highest in Lake No.1. The
circulation of the lake water at the time the samples for
these tests were taken was from the tertiary plant effluent
to Lake No.3 to Lake No.2, to Lake No.1. Water was drawn
194
-------
from Lake No.1 for irrigation in the park.
The interpretation of this phenomena is that the tertiary
effluent has the smallest amount of "unused" or biologi-
cally available phosphate and that the amount of "unused"
phosphate increases through the lake system. This conclu-
sion is substantiated by the chemical results presented in
Table 25. There are two possible explanations for this,
either that there is a source of nutrients (phosphate) into
the lakes other than the tertiary effluent or that there is
an evaporative concentration and biological modification of
some of the insoluble phosphate in the tertiary effluent.
The results of the batch assays can be used to determine the
biological availability of the non-ortho phosphate and
Kjeldahl nitrogen. The general principles are based on the
observed interactions and the alternating growth limitation
of nitrogen and phosphorus in the spikings. The principles
and methods are described in detail by Scherfig and Dixon29.
Continuous Culture Investigations
Continuous culture investigations, using a chemostat, pro-
vide a means for evaluating various parameters relative to
algal growth kinetics. From these evaluations, constants
in the mathematical expressions describing algal growth in
cultures receiving fresh medium can be determined. The
theory behind the formulation of these mathematical models
is discussed in detail in "Algal Assay Procedure: Bo.ttle
test,,25. To analyze these growth parameters by continuous
cultures, a system incorporating culture vessels with rates
of fresh medium inflow equal to the outflow rate must be
established. Ideally, with complete mixing, maintenance of
constant volume, and uniform light and temperature regimes,
a dynamic system should result in which the algal growth
195
-------
rate can be kept constant indefinitely. Because of the
constant inflow rate of fresh nutrients, the biomass in the
system should level off at a quantity which can be main-
tained by the concentration of nutrients in the inflow. At
"steady state," measurements of various growth parameters
permit application of theoretical models to the practical
concerns of predicting algal growth rates in a particular
body of water, given certain levels of nutrients and a
characteristic residence time.
The generally accepted Monod mathematical model for describ-
ing the relationship between growth rate and nutrient
concentration is based on the Michaelis-Mention equation
which is given in "Algal Assay Procedure,,25.
1\
)1=)1
where
8
K + 8
s
~ = specific growth rate, time -1
~ . . f. th t t . -1
~ = maxlmum specl lC grow ra e, lme
8 = Concentration of the growth rate limiting
nutrient
K = half saturation constant
s
Y = gram cell produced/gram nutrient taken up
by the cells
80lving for the reciprocal l/u gives:
lip = l/~ + (Ks/~ . 1/8)
which illustrates the linear relationship
1/8.
between l/,u and
Thus, for a given concentration of rate limiting nutrient
in a body of water under study, the theoretical specif~c
growth rate can be predicated. Furthermore, if values for
196
-------
8, p, and the yield constant Yare known, then the mean cell
concentration, X (standing stock), is determined by cellular
residence time in the system because of the relationship
(Pearson, et al.30, 1971):
Y(8o - 81)
X =
where
gu
9 = mean cellular residence time in the system
8 = nutrient concentration in feed
o
81 = nutrient concentration in chemostat effluent
To generate data for determination of kinetic constants in
the above growth equation and to determine the sustained
level of algal growth in continuous culture conditions,
chemostat experiments were conducted for each of the follow-
ing sample media:
1. Tertiary influent
2. Tertiary effluent
3. Apollo Lakes,l, 2, 3
4. NAAM reference medium
The chemostat apparatus was assembled in accordance with
Middlebrooks et a131, using cylindrical, one liter, glass
chambers with an air port near the bottom, an effluent
approximately 10 cm. (4") from the top and nutrient feed
lines entering the vessel through the rubber stopper at the
top of the vessel. Mixing was provided by bubbling air
mixed with C02 up through the vessels and by magnetic stir-
rers in the bottom of the vessel. All tubing, feed flasks
and chemostats were sterlized by autoclaving at 1210C
(250 of), 1.05 kg/cm2 (15 PSI) for 15 minutes prior to assem-
bly and use. Water samples taken on June 18, September 3,
and October 7 were used successively throughout the experi-
197
-------
mente Stored in plastic 19 liter (5 gallon) carboys at 40C
(390F), samples were placed in acid-washed flasks and simi-
larly sterilized prior to use. Constant illumination at
400 foot-candles was provided with cool-white fluorescent
lamps. Temperatures were maintained within allowable ranges
(see "Algal Assay Procedure,,21, but problems with the C02
system resulted in occasional increases of pH in the chemo-
stats.
Two replicate chemostats of each water source were run at
three residence times approximating 8, 4, and 2 days. To
determine the actual residence times the effluent volumes
were weighed and measured periodically. This data was
compared to the weight of fresh material pumped from the
feed reservoirs to determine the magnitude of possible
evaporation from either the feed or overflow flasks. The
difference between any evaporation occuring from the feed
flasks and that from the overflows was negligible.
Prior to activating the feed pumps, each chemostat was
innoculated with 103 cells/ml and populations were allowed
to increase for 3 days before input of additional nutrients.
Cultures were run at steady state for approximately two to
four residence times although assessment of steady state
remained somewhat subjective because fluctuations in biomass
parameters were believed to be associated with fluctuations
in pH. Measurements of cell number and volume were conduc-
ted with a Coulter Counter, Model T,every other day for the
4 and 8-day residence time experiments and every day for
the two-day residence time experiments. Dry weight biomass
measurements were made several times during each experimen-
tal period. The details of the procedural techniques for
determining these biomass parameters are discussed in
Murray, et al~7 Effluents from the chemostats were sampled
n~ar the end of the respective residence time periods for
198
-------
chemical analysis. Samples were filtered prior to analysis
to remove those nutrients which had been converted to
cellular material. Figure 66 shows the continuous culture
apparatus used for these experiments.
Results - Nitrate and phosphate concentrations present dur-
ing the growth experiments in each of the ten chemostats are
shown in Table 31 for each of the three experimental periods.
Data for biomass related parameters averaged over the steady
state periods are summarized in Table 32. The values for
all three lakes are lower than those for the tertiary
influent and higher than those for the tertiary effluent.
The level of algal growth in the tertiary effluent water
(the influent to Lake No.3) is much lower than the level of
algal growth in the lake waters under the experimental con-
ditions. This indicates the strong possibility of nutrient
addition to the wavers in the lakes after the tertiary
treatment. The actual levels of algal growth in the lake
waters were between five and twenty times higher than in the
tertiary effluent entering the lakes, depending on the bio-
mass parameters, lake, and residence time examined.
Efforts to determine detailed kinetic constants from the
laboratory were not successful. There are three possible
reasons for this. First, there were two simultaneous and
interacting growth limiting nutrients (nitrogen and phos-
phorus), instead of only one as assumed in the growth model
discussed above. Secondly, an unknown fraction of the
Kjeldahl nitrogen and non-ortho phosphate is biologically
available. The third and less important reason is that the
concentrations of ortho phosphorus and nitrate nitrogen in
the chemostats, S1' were close to the minimum detectable
value of the laboratory method available for determination.
Thus, variations in S1 due to the analytical method
199
-------
Table 31
AVERAGE NUTRIENT CONCENTRATIONS IN
CHEMOSTAT INFLUENT AND EFFLUENT
Nutrient Lake 1 Lake 2 La~
: :
TOTAL PHOSPHATE (mg p/l)
2 day 0.15 0.18 0.14
Influent 10-2-73
Effluent 10-2-73 0.02 0.03 O.OL
4 day 0.05 0.07 0.07
Influent 9-5-73
Effluent 9-12-73 0.03 0.06 0.06
8 day 11-18-73 0.13 0.16 0.06
Influent
Effluent 11-18-73 0.01 0.02 0.01
ORTHO PHOSPHATE (mg p/l)
2 day 0.09 0.08
Influent 10-2-73 0.09
Effluent 10-2-73 0.01 0.0+ 0.02
ME
Inf uent 9-5-73 0.05 0.12 0.05
Effluent 9-+2-73 0.04 0.02 0.06
8 day 11-18-73 0.08
Influent 0.09 0.12
Effluent 11-18-73 0.01 0.01 0.01
= -=
NITRATE (mg Nil)
2 day 1.82 1.08
Influent 2.20
Effluent 10-2-73 2.59 1.75 +.75
4 day 2.89
Influent 9-5-73 4.20 2.23
Effluent 9-12-73 2.10 1.87 +.57
8 day 11-18-73 1.68
Influent 1.62 1.79
Effluent 11-18-73 1.47 1.65 1.80
200
-------
Table 31 AVERAGE NUTRIENT CONCENTRATIONS IN
Cont'd CHEMOSTAT INFLUENT AND EFFLUENT
Tertiary Tertiary Reference
Nutrient Influent Effluent Medium NAAM
TOTAL PHOSPHATE (mg P/1)
2 day 10.56 0.08
Influent 10-2-73
Effluent 10-2-73 5.50 0.02 0.02
4 day 8.90
Influent 9-5-73 0.07 0.14
Effluent 9-+2-73 2.14 0.04 0.18
8 day 11-18-73 0.28
Influent 2.57 0.07
Effluent 11-18-73 2.48 0.01 0.01
ORTHO PHOSPHATE (mg p/1)
2 day 6.00 0.06
Influent 10-2-73
Effluent 10-2-73 7.58 0.01 0.04
4 day
Influent 9-5-73 9.70 0.05 0.19
Effluent 9-12-73 11.75 0.04 0.42
8 day 11-18-73 5.87 0.06
Influent 0.27
Effluent 11-18-73 4.71 0.01 0.01
NITRATE (mg Nil)
2 day 0.84 1.06
Influent 10-2-73
Effluent 10-2-73 1.43 1.47 3.92
4 day 1.65
Influent 9-5-73 1.92 3.95
lliJuent 9-12-73 1.31 1.51 3.88
8 day 1.18
Influent 11-18-73 1.19 5.32
Effluent +1-18-73 1.08 1.46 1.00
201
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Table 32
CONTINUOUS CULTURE DATA SUMMARY
Average Cell Dry
T~::i1~~~~ )_(lO~~~~~s/ml )_~:~'~r
Sample
Source
Cell Volume
(~3 /1 )-
2-Day Residence Time:
Tertiary
Influent 2.1 231. 0 13 6 . 0 1834
Tertiary
Effluent 2.0 5.8 5.4 53
Lake 3 2.1 40.6 48.3 198
Lake 2 2.2 43.5 64.4 227
Lake 1 2.0 69.7 67.0 284
(Based on 8 days of data, averaged, including two biomass
measurements and daily determinations of cell number and
cell volume.)
4-Day Residence Time:
Tertiary
Influent
Tertiary
Effluent
Lake 3
Lake 2
Lake 1
339.3
7.6
62.5
53.7
54.7
162.0
2.7
48.8
49.9
54.2
3.0
4.1
4.6
4.4
4.1
2543
52
250
194
262
(Based on 11 days of data, averaged, including two biomass
determinations and determinations of cell number and cell
volume every two days.)
8-Dav Residence Time:
Tertiary
Influent
Tertiary
Effluent
Lake 3
Lake 2
Lake 1
338.2
11.6
31.1
38.6
36.6
7.7
7.6
7.9
8.5
8.9
124.3
1.3
30.4
63.9
53.4
2113
100
223
268
199
(Based on 14 days of data, averaged, including three biomass
determinations and determinations of cell number and cell
volume every two days.)
202
-------
limitations might have made it impossible to obtain a
straight-line plot of l/li vs. 1/S1.
Evaluation
Despite the fa~t that kinetic constants could not be ob-
tained, it is nevertheless possible to obtain significant
information about waters in the lakes. Considering only
the eight-day residence time, it can be seen from the data
plotted in Figure 67 that the cell numbers in the chemostats
for each of the three lakes are almost the same during the
14-day experimental period. From an algal growth promoting
standpoint the waters in each of the three lakes are quite
similar, a reflection on the fact that the waters for the
three lakes have a common source.
With respect to the tertiary effluent, the difference be-
tween the batch results and the continuous culture results
may be due to the different sample times. The batch samples
and continuous culture samples were both collected at the
same time in June. However, the chemostats did not stabi-
lize and it was necessary to collect additional effluent and
lake water samples in September and October.
Both the chemostat results and the chemical analyses for
total phosphorus and nitrate plus Kjeldahl Nitrogen suggests
that there are more nutrients in the lakes than in the ter-
tiary effluent. If this is the case, there must be a
nutrient input in addition to the input from the tertiary
effluent.
It is not possible to pinpoint the precise geographical
location of nutrient input to the lakes for two reasons.
First, there could be considerable circulation occurring
between the time algal nutrients entered the lakes and the
time the waters were sampled for bioassay purposes. Second,
2~
-------
6.aJJ.CXXJ
41XXJp:1J
~
~
..I
..I
rJ
Ii
I
i zoosm
..J
~
100.000
TERTIARY INFLUENT
TERTIARY EFFLUENT
o
2
10
12
14
6 8
RESIDENCE tiME, DAYS
Figure 67 GRAPH OF CELL NUMBERS vs. RESIDENCE TIME
4
the nutrient input could well be distributed fairly uni-
formly so that no significant differences in the magnitude
of enriched input would be detectable from one location to
another. Finally as the data collected prior to June of
204
-------
1972 shows, there is a definite increase in nutrient concen-
trations due to evaporation. As stated previously, it is
obvious from these bioassay results that some sort of
nutrient addition occurred in the lakes because of the
consistent approximate 5-fold increase in cell numbers in
the water of the three lakes.
The results also clearly
tiary treatment process,
tion in cell numbers for
tertiary influent.
From Table 31 it can be seen that the concentration of
phosphate still available for algal growth is reduced to the
greatest extent at the 8-day residence time. The nitrate
data do not present such a clear pattern as the values are
quite scattered.
show the effectiveness of the ter-
by the approximate 30-fold reduc-
the tertiary effluent over the
In the tertiary plant influent, a large amount of phosphate
remains available, relative to the other sample waters, even
at the 8-day residence time. The nitrate data do not show
a clear pattern. As discussed earlier, it will be necessary
to determine the actual mechanism of the nitrate-phosphate
interaction before definite conclusions can be made of the
nitrate-phosphate data shown in Table 31. However, inde-
pendent of the actual interaction mechanism, the results in
Table 31 and 32 clearly show the quantitative effect of the
tertiary treatment process and the subsequent nutrient
augmentation occurring in the lakes.
Conclusions on Algal Growth
This study has assembled a great deal of information on
phytoplankton growths within the Apollo Lakes, and upon the
environmental conditions that would normally most important-
ly affect such growth. However, largely because of the
effectiveness of the tertiary plant, objectionable phyto-
205
-------
plankton growths were never a problem.
In the field data studies the phytoplankton showed very
little response to environmental conditions or nutrients.
Probably this is because phytoplankton populations were
small and any relationships between them and environmental
or nutrient conditions were overshadowed by the effect of
aquatic plants and filamentous algae.
The laboratory studies showed that the principal growth
limi ting nutrient was nitrogen w.i th a significant interac-
tion between nitrogen and phosphorus.
Vitamins and trace metals w.ere not growth limiting, as
spiking with these substances caused no significant in-
creased in cell volumes or numbers. Apparently, therefore,
the lake waters contain more than enough of the tested
trace metals and vitamins to support algae growth.
Both the field and laboratory studies demonstrated the
marked effectiveness of the tertiary process in reducing
algae regrowth potential. Although the plant had been
designed on the basis of reducing algae regrowth by phos-
phate removal, both nitrogen and phosphorus are growth
limiting nutrients in the tertiary plant effluent. As was
pointed out in Section VII, the tertiary plant removes an
average of 99% of total phosphates and 86% of organic nitro-
gen. Nitrates, nitrites, and ammonia nitrogen are not
removed by the process.
Because nitrogen or a combination of nitrogen and phosphorus
are the growth limiting nutrients, the prevention of irriga-
tion runoff from entering the lakes is particularly impor-
tant. Field observations, lake water analyses, and the
chemostat tests have all indicated some nutrient augmenta-
tion due to runoff. Thus far, the results of this, in terms
206
-------
of aquatic plant or filamentous algae growth, has been low
enough to be effectively controlled with a few manhours per
month for mechanically removing and disposing of these
growths. However, for the future, careful maintenance of
the runoff protection berms will be required. Some parts
of these have fallen into disrepair. Runoff interceptor
berms may also need to be constructed.
CHEl'1ICAL WATER QUALITY FACTORS
Regular measurements were made of the chemical constituents
dissolved in the lake waters and tertiary plant effluent.
This information is important in support of algae studies,
for determine the suitability for irrigation, and for
protection from health hazards.
Water BudF!;et
Chemical water quality factors depend a great deal upon the
water budget and the water use flowpath. The flow chart
shown in Figure 68 shows how the tertiary plant effluent is
routed through the lakes, and is lost either to evaporation
or irrigation.
The flow values shown in Figure 68 are the mean design
values as averaged over the whole year. The evaporation
and irrigation outflow vary on a seasonal basis, being
higher in the warmer months and lower in the cooler months.
The inflow from the tertiary plant occasionally also varies,
but this has no seasonal pattern.
As mentioned, the values shown in Figure 68 are the design
values. The actual values obtained during the first full
year of operation, 1972, are given in the hydro graphs of
Figure 56.
Some unknown fraction of the water used for park irrigation
runs off and returns to the lakes. While the amount of
207
-------
EVAPORATION (0.19 MGD) 720 M1/DAY
FROM
TERTIARY PLANT
(0.5 MGD)
1900 M1/DAY
LAKE I
CAP.
(34 MG)
128,690M1
(TOTAL IRRIGATION
OUTFLOW(O.31 MGD)
1180 M1/DAY)
PARK
IRRIGATION
I I I I
I I I I
L____- .1______L -----J
IRRIGATION RUNOFF
(FLOWRATE UNKNOWN-DESIGNED AT ZERO)
LAKE 2
CAP.
(27 MG)
102,195 M1
LAKE 3.
CAP.
(20MG)
75,700 M1
IRRIGATION
FOR
FOX AIRFIELD
* FLOW PATH 18 PERIODICALLY REVERSED WITH INfLUENT ENTERING LAKE J,
AND IRRIGATION WATER TAKEN FROM LAICE 5.
Figure
68
WATER BUDGET FLOW DIAGRAM
water involved is unknown, it is probably slight in compari-
son to the total irrigation. Runoff interceptor berms had
been constructed along the entire lake perimeter to prevent
this water return, but these have been breached in places
by erosion or damage by vehicles. Much of the park area
slopes away from the lakes, and so runoff from those areas
cannot enter the lakes. No irrigation water returns to the
lakes via subsurface routes as the polyethylene lake lining
prevents this.
208
-------
The overall capacity of the lakes is 307,000 m3 (81 million
gallons). This gives a nominal average detention time for
the incoming water of 162 days. The evaporation figure
shown in Figure 56 is an estimate based on climatological
records for the Lancaster area. This corresponds to an
annual evaporation rate of 2.49 m/yr (98 in/yr).
Total Dissolved Solids
The concentration of total dissolved solids (TDS) in the
lake waters was of particular interest. This is an impor-
tant indicator of the suitability of the water for irriga-
tion. Because part of the water is lost to evaporation,
the average TDS level in the lakes (and, therefore, the
TDS level of the water used for irrigation) should be
higher than in the tertiary plant effluent. The concentra-
tion ratio (TDS conc. in lake effluent/TDS conca in influ-
ent) should approach the value given by:
lake influent
irrigation outflow
- 1900 m3 da - (0.50 MGD) = 1.61
- 1180 m day - 0.31 MGD
This concentration ratio is approximately what occurred.
Figure 58 shows a plot of TDS vs. time for both the lake
waters and the plant effluent. Averaged over nearly two
years, the mean TDS level in the lakes was 912 mg/l, and
in the plant effluent it was 620 mg/l. This gives an
average concentration ratio of 1.47.
The TDS depends very greatly on the amount of evaporation
that has taken place, which in turn depends on the age of
the water in each lake. With this in mind, the TDS
levels in each of the lakes varies predictably. From
209
-------
December, 1971 through June, 1972, the water supply to the
lakes entered Lake No.1, and any irrigation water used was
taken out from Lake No.3. During this period Lake No. 1
had the lowest TDS and Lake No.3 had the highest. Then in
the first week of June, 1972, the flow pattern through the
lakes was changed so that the fresh water entered via Lake
No.3 and the irrigation water was taken out from Lake No.
1. This change is reflected in Figure 58. Prior to June,
Lake No.3 had the highest TDS levels. After June, Lake
No.3 had the lowest TDS levels. Throughout the year, the
TDS values ranged from 800 mg/l to slightly over 1200 mg/l.
Alkalinity, pH and Carbon Dioxide
Alkalinity and pH are shown in Figures 59 and 69. After the
water has been in the lakes the alkalinity rises from an
average of 85 mg/l (as CaC03) in the plant effluent to
148 mg/l in the lake. Also, the pH goes from an average of
6.7 in the plant effluent to 8.4 in the lakes. The rise in
these two quantities is probably due to exposure to the
alkaline soils lining the lakes, the biological activity of
the algae in the lakes, and to the effect of evaporation.
The variation in alkalinity between individual lakes is
shown in Figure 59. The increase in alkalinity due to evap-
oration follows the same pattern as was the case with TDS.
Also, Figure 70 shows the variation in alkalinity with
depth. Alkalinity tended to be slightly higher near the
bottom of the lakes than at the surface. The average pH
values tended to be slightly lower at the bottoms of the
210
-------
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. - "
\. ~', -----
\..... --- L.
-. -... .
.'. ,..../
>.~.
~
TTP EFFLUENT
2
3
5 6
MONTH, 1972
Figure 69 COMPARISON OF pH LEVELS,
INDIVIDU.AL LAKES AND TERTIARY PLANT EFFLUENT
4
7
8
12
9
10
II
ALKALINITY NEAR BOTTOM
OF LAKE ~
(VALUES SHOWN ARE THE AVERAGES
FOR ALL 3 LAKES)
J
F
A
M J J
MONTH 197~
A
o
s
o
N
M
Figure 70 COMPARISON OF SURFACE
AND BOTTOM ALKALINITY IN LAKES
211
-------
lakes, but the difference was normally less than a tenth of
a pH unit.
Normally the photosynthetic processes of the aquatic plants
cause a rise in pH whenever the dissolved carbon dioxide
supply is inadequate. Figure 71 shows the carbon dioxide
levels in the lakes. By comparison to the pH curve shown
also in that Figure, it may be seen that those periods of
lower carbon dioxide correspond to rises in the pH level.
Other Chemical Constituents
Figures 72 through 77 show the average monthly values of
some of the other chemical constituents measured in this
study. These are the charts for hardness, sodium, potas-
sium, boron, COD, BOD, and MEAS. These constituents were
measured routinely for background data and to permit the
early detection of any unsatisfactory developments in lake
performance. None of these seemed to importantly affect the
appearance, algal growth, or health aspects of the lake
performance.
Suitability for Irrigation
Of the many water quality characteristics measured in this
study, those that are most important in evaluating the
suitability of the water for irrigation are total dissolved
solids, sodium percentage, and boron. The average values
of these characteristics are:
Boron
974- mg/l
78-80%
1,38 mg/l
TDS
Sodium Percentage
These are based on values obtained throughout 1972 in the
Apollo Lakes, the source of irrigation water for Apollo
Park. As shown in Figures 58 and 73 the values for TDS
212
-------
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...J
.....
(!)
~ 4.0
ILl
o
x
Q 3.0
o
~ 2.0
aI
Ir
ct
u 1.0
pH
----..l',
I '\
I \
,,""'" -.J ,
" \..
o
2
6
10 12 2
MONTH AND YEAR
4
9.0
...J
.....
C)
~
8.5';1!
Q.
6
1972
8
10
4
8
Figure 71 AVERAGE MONTHLY CARBON DIOXIDE IN LAKES
ort)
U
"
U
150
en
ct
...J
.....
(!)
2:
::: 100
ILl
Z
o
Ir
«
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~ 50
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1971
LAKE WATERS
(AVG. FOR 3 LAKES)
-,-,
.,;,--- - -- - --....,. ~~
/ '"-,, ,,-----...,
PLANT EFFLUENT.
2
8
2
4
6
1972
12
10
12
6
1971
4
8
10
MONTH AND YEAR
Figure 72 AVERAGE MONTHLY TOTAL HARDNESS IN
LAKES AND TERTIARY TREATMENT PLANT EFFLUENT
213
-------
~ 300
II)
cf
250
..J
.....
~
~
~200
~
2)
g 1 SO
100
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en
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10
LAKE WATERS
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A
PLANT EFFLUENT .-/
"" r--""',,"-
'_J
LAKE WATERS
/(AVGoFOR 3 LAKES)
LAKE WATERS
(AVG. FOR 3 LAKES)
r - - ,. .",.-- - - ---.
r-. - - ............. /-----
, '--
, ,
~ PLANT EFFLUENT
F
A197' oJ
A
o
A
o D F A oJ
MONTH AND YEAR 1972
Figure 73 AVERAGE MONTHLY SODIUM, POTASSIUM,
AND BORON CONCEl{TRATIONS--LAKES AND
TERTIARY TREATl"IENT PLANT EFFLUENT
214
o
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-------
60
o
en
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.
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o
LAKE WATERS
(AVG. FOR 3 LAKES)
\ I
~- /
-- ../
-- ~
':-../
PLANT EFFLUENT/
\
\
\
\
, "'"
V
o
12
12
2
6 8
1972
10
4
MONTH AND YEAR
Figure 74 AVERAGE MONTHLY TOTAL COD
LAKES AND TERTIARY TREATMENT PLM~T
PLANT
2
4197' 6
8
'2
6'972 8
12
10
2
4
10
MONTH AND YEAR
Figure 75 AVERAGE MONTHLY BOD - LAKES
AND TERTIARY TREATMENT PLANT
215
-------
0.30
en
ct
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en
ct
0.20
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.......
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ct
III
~ 0.10
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LAKE WATER
lA\IG. FOR 3 LAKES)
PLANT EFFLUENT
12
2
4 6
1911
8
10
12
2
4
6 8
1912
10
MONTH AND YEAR
Figure 76 AVERAGE MONTHLY MBAS CONCENTRATION
LAKES .AND TERTIARY TREATMENT PLANT EFFLUENT
~ TURBIDITY AT BOTTOM( IZ'-14DE£P)
TURBIDITY AT MID-DEPTH
(6'.;1 DEEP)
F
A
M J J
MONTH 19T2
A
D
S
o
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M
Figure 77 AVERAGE MONTHLY TURBIDITIES
AT VARIOUS WATER DEPTHS OF LAKES
216
-------
and boron in the lakes are higher than in the tertiary plant
effluent. This difference is due to evaporation.
The total dissolved solids (TDS) in irrigation water largely
consist of salts of calcium, magnesium, sodium and potas-
sium. If the concentration of these salts is too high, the
ability of the plants to absorb nutrients will be impaired,
the chemistry of the plant metabolism may be affected, and
soil permeability may be reduced. Generally, TDS levels
over 700 mg/l will be harmful to some plants, and concen-
trations over 2000 mg/l are harmful, in some degree, to
almost all plants.
The salinity hazard arising from high TDS levels is also
often evaluated on the basis of specific conductance, which,
for this water is in the 1300-1500 micromhos/cm range. By
this criterion the water would be classified according to
u.s. Department of Agriculture standards as bearing a "high"
salinity hazard (Millar, et a132).
If the irrigation water has a high sodium percentage (that
is, where the sodium ion concentration is high in comparison
to other exchangeable cations such as calcium, magnesium,
and potassium), the water will tend to cause alkali soil
conditions, reducing permeability and increasing soil pH.
It is normally desirable to have a sodium percentage of less
than 60% and the lower the better. As this water has a
sodium percentage consistently in the 78-80% range, its
irrigation use could lead to alkali soil conditions unless
precautions are taken.
The boron concentration in the lake water is important in
this case because, as explained below, the park soils
already have boron levels higher than desirable. The boron
levels of the Apollo Lakes water ranges from 1.29 to
217
-------
1.52 mg/l with an average of 1.38 mg/l. Water such as this
with boron concentrations between 1.33 and 2.00 mg/l are
normally classified as "permissible" waters for use with
semitolerant crops (Millar, et a132).
The soil conditions in the park must be considered together
with the irrigation water quality. Before the park was
constructed it was learned that the soils in the area were
characterized by saline-alkali conditions, aggravated by
high boron concentrations. (Final Report, Waste Water
Reclamation Project for Antelope Valley3). The average
chemical characteristics for the native soil are shown in
Table 33.
Table 33 CHEMICAL CHARACTERISTICS OF
NATIVE SOILS, APOLLO PARK
Characteristic
Salinity
(as conductivity)
Boron
Ca++
Mg++
Na + K+
Ca++ percentage
CaC03
Units
milli-
mhos/em
mg/kg
meq/l
meg./l
meq/l
%
None
Top Soil
(0-15 em)
Sub Soil
(15-80 em)
25
80
1.2
1.2
249
0.5
Moderate
to high
A soil reclamation project was made a part of the original
construction contract for the park~ The specific procedures
recommended for the soil reclamation are described in
Section V of this report. Basically these consisted of
applying gypsum to the soil and leaching it with water. The
goal of the reclamation project was to obtain the following
soil characteristics (as measured on saturated soil paste
extracts) .
5.7
20
1.4
0.5
55
2
Very
low
218
-------
1 .
2.
Salinity: not more than 2 millimhos/cm.
Alkali: exchangeable sodium percentage not
than 15%.
Boron: not more than 0.7 mg/l
more
3.
Because of unforeseen problems explained in more detail in
Section V, the reclamation program could not be completed
as originally planned. Consequently, when the park was com-
pleted the average soil characteristics were:
1. Salinity: 4.75 millimhos/cm
2. Alkali: Exchangeable sodium percentage= 7.6%
3. Boron: 6.6 mg/l
The application of gypsum and leaching water appears to be
a satisfactory reclamation method and should be continued.
For, in spite of the difficulties in obtaining leaching,
the reclamation efforts throughout the construction period
did result in some improvement in the salinity and boron
levels. Now that the park has a grass cover to impede
runoff, more effective percolation, and therefore more
effective reclamation, will be possible.
The application of leaching water alone (i.e., without
gypsum) is not recommended. The removal of salts from an
alkali soil may reduce the soil permeability and make fur-
ther leaching impossible. (Hausenbuiller33, Millar, et
a132). Therefore the leaching must be done together with
a process that will displace the exchangeable sodium. The
use of gypsum as an amendment does this by supplying soluble
calcium for exchange with sodium.
Because of the high TDS, sodium percentage and boron
concentration in the lake water, its use as irrigation
water will require continuing attention. A program of
over-irrigating the park during the late fall, winter, and
219
-------
early spring months may be advisable if weather conditions
permit. The normal irrigation and evaporation demands are
much lower during this period and thus it would be possible
to replace a part of the lake water with tertiary plant
effluent of much lower TDS and boron concentration.
Furthermore, the excess water percolating through the soils
would, if accompanied by gypsum, improve the soil condi-
tions. In short, the effect of such a program would be to
flush both the lakes and the soils.
Overall, the irrigation quality of this water is low but
usable, especially when considered together with the adverse
soil conditions in this park. Even though relatively salt
tolerant plants and grasses were planted in this park, it
will be important to continue the soil reclamation, and to
monitor the quality of the irrigation water.
INSECTS AND WILDLIFE
Insect development in these lakes followed a more or less
classical pattern. All arthropod specimens collected
belonged to the class insecta, and were typical of a fresh
water environment. The principal species are listed in
Figure 78.
Several collections were made of the water snail, Physa spp.
This is a potential harborer of the cercaria which can cause
swimmers' itch. However, this particular mollusk was not
found in significant numbers.
Of the crustaceans that developed in these lakes, the prin-
cipal species were daphnia, amphipods, "scuds", isopods, and
cyclops. All of these were most commonly seen during the
warmer weather. The water and shore birds found were mainly
killdeers, plovers, and coots.
220
-------
Figure 78 illustrates some of the observed variations in
fauna levels. For 1971, the fauna frequency was more signi-
ficant during the warmer months of the year. Extremely
large populations of aquatic insects and adult midges
occurred in May, August, and September. Windrows of larval
and pupal exuvia (cast skins) were washed up on the shores.
This growth was mostly noted in Lake No.3. Adult midges
sought refuge from the winds in the lee of the restrooms
and were noted there in vast numbers.
Midges, which belong to the family Chironomidae, do not
bite or sting people, but by their very numbers they can be
an unpleasant nuisance. Fortunately, the lakes were not
open to the public at the time of these outbreaks.
Arthropods and other fauna were easily collected throughout
the year, even in the coldest periods.
The peaking of the aquatic fauna in 1972 occurred in late
spring and early summer. The midge population was much less
observable in 1972. A possible reason for this was that the
soil washed into the lake in the winter of 1971 included
dried sewage sludge, which had been added as a soil condi-
tioner and fertilizer. This rich material aided in the
growth and development of the midge larvae and pupae, and
the massive population explosion. Probably, most of this
fertilizer was dissipated or diluted the next year, leading
to a much less noticeable problem. Because many species of
immature midges use the nutritious silt on the lake bottom
as a habitat or food supply, it is important to limit the
amount of organic debris which could accumulate in the lake&
No significant mosquito breeding developed at these lakes.
This was primarily due to the absence of any substantial
aquatic vegetation in the shoreline areas to provide
221
-------
HEAVY
SEP OCT NOV DEC JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
1972
>-
o
Z
ILl
;:)
o
~ MEDIU
Ia..
ct
Z
;:)
Lt
I:\:)
I:\:)
I:\:)
NONE
OBSERVED
JAN
Most Commonly Found Fauna:
Midges: Chironomous Spp.
Aquatic Insects: Diving Beetles, HydrGphyllid~e; Shore Flies, Ephydridae
Back Swimmers, Notonectldae; Water Boatmen, Corizidae;
Damsel Flies, b~hemerldae; Dragon Flies, Odonata
Crustaceans: Daphnia, Amphipods, Scuds, Isopods, Cyclops
Bird Life: Killdeers, Plovers, Coots
Figure
78 FAUNA FREQUENCY IN APOLLO COUNTY PARK
-------
protection for breeding sites. The soil-cement lining,
which extended to a depth of 61 em. (2.ft.) below water sur-
face, helped in this respect.
LAKE APPEARANCE
An aesthetic evaluation of the lakes was based on
tors of algae growths, water weeds, turbidity and
insects, and odors. From such an aesthetic point
the lakes performed very well.
the fac-
color,
of view
Al~ae and Aquatic Plant Growths
As indicated earlier in this report, free-swimming algae
blooms were never a serious problem in terms of lake
appearance. Although isolated phYtoplankton blooms occurred
(over 20,000 cells/ml) most of the time, the algae levels
were less than 10,000 cells/ml, and zero counts were very
frequently obtained.
Floating mats of filamentous algae such as Siro~onium,
Spirogyra, and Anabaena, water weeds such as Zannichellia,
and interwoven mats of these growths were more of an
aesthetic threat. However, because of the wind conditions
these mats were driven to the shores of Lake No.3, as
shown in Figure 49, and this concentration considerably
simplified the maintenance needed to control this problem.
The most direct and effective solution to this problem was
to mechanically remove these growths and dispose of them
off-site. Also, repairs to the runoff protection berms
should be very helpful in controlling future occurrences of
this problem. This would limit fertilizers being carried
in by sprinkler runoff.
Turbidity
Turbidity was a much more noticeable factor in these lakes
223
-------
than were algae or plant growths. Measured turbidity
levels varied from 9 to 33 in Jackson Turbidity Units. This
was mainly caused by the wave action stirring up sediment
and by dust blown into the water by the predominate winds of
the area. As evidence of this, an analysis of the suspended
solids has shown that it is principally inorganic, i.e.,
non-volatile. The volatile suspended solids have accounted
for 2.8% to 8.5% of the total suspended solids. Semiquanti-
tative spectrographic analyses of this suspended matter has
revealed that the most predominate element in the suspended
matter is silicon, accounting for 17 to 25% of the suspended
solids. Silicon is a common constituent of soils. Also,
the soil lining the lake is very fine grained and the turbi-
dity has appeared to vary as the amount of wind. A period
of several consecutive fairly still days has often produced
very clear lake water.
Turbidity varied with depth and generally higher values
occurred near the bottom. Figure 77 shows the average
monthly turbidity profiles for 1972.
CONCLUSIONS
The waste water reclamation and reuse concept has been
successfully applied in the Apollo Park project. This has
been done in spite of the difficulties caused by adverse
soil conditions and high evaporative water losses.
All of the performance goals set for these lakes have been
met, with the one exception of the mercury contamination of
the fish. However, the evidence indicates that this prob-
lem was not due to any defect in the reclamation process,
but was instead the result of an unforeseen natural soil
condition in the area.
224
-------
The water quality in these lakes has generally been very
good. All health requirements have been met, and the water
has had a satisfactory appearance. While the irrigation
quality of the water is not high, it is usable for this
purpose provided measures are taken to improve soil charac-
teristics. If the problem of runoff carrying fertilizers
into the lakes is controlled, eutrophication will not be a
threat.
The lakes have proven to be a good environment for fish life
and well suited to the reproduction of warm water fishes.
The mercury contamination that did occur, while exceeding
the U.S. Food and Drug Administration limit for human con-
sumption, had no noticeable effect on the health of the
fish. Rainbow trout can survive in these lakes the year
round, and, if the mercury contamination can be stopped, a
successful warm water fishery can be reestablished.
The mercury found in the fish enters the fish either direct-
ly from the water, or indirectly via the food chain.
Apparently the mercury enters the water and food chain by
the biological methylation of inorganic divalent mercury
from the sediments. Mercury may possibly be entering the
lakes from wind blown soils which are high in mercury con-
centration and which are settling into the lakes.
225
-------
SECTION IX
ACCEPTANCE .AND USE OF LAKES .AND PARK
INTRODUCTION
One of the main objectives of the Antelope Valley Waste
Water Reclamation Project was to demonstrate the accept-
ability by the public of the use of reclaimed waste water
for establishing attractive aquatic recreational facilities,
especially in water-short desert areas.
The program consisted of two primary
an extensive public relations effort
written presentations, newspaper and
radio and television announcements.
plans. The first was
consisting of oral and
magazine items, and
The second was to
create the most aesthetically pleasing aquatic park as
possible so that the public would have the desire to use
the facilities.
From the tremendous public support we received during the
pilot plant studies, we anticipated even greater enthusiasm
and participation in the construction of the full-scale
project. This goal was obtained--the many people now using
the park do not even think of the source of the water,
although there are warning signs posted.
The recreational features are open and accessible the year
round to the general public on a non-discriminatory basis,
and completely operated and maintained under the jurisdic-
tion of the County of Los Angeles.
PUBLIC ACCEPTANCE
The reaction to this project by the public has been one of
overwhelming acceptance as attested to by the numerous
requests for presentations and written information from
science-oriented corporations, scientific groups, public
226
-------
agencies, colleges, universities, service clubs, and the
ecology-concerned taxpayer.
Local Group Support
To acquire local acceptance of this project, many presenta-
tions were made by the Department of County Engineer. Such
presentations were made to the following organizations,
sometimes several times over the years, and, in every case,
the organization not only accepted this new concept, but
also gave of their time and support.
Lancaster Optimist Club
California Regional Water Pollution Control Board,
Lahontan Region
Mariposa School PTA--Lancaster
California Water Pollution Control Association
Antelope Valley Progress Association
Lancaster Chamber of Commerce
Del Sur Grange--Lancaster
Antelope Valley Industrial Fair
Antelope Valley Republican Womens' Club
Pomona Grange--Lancaster
Quartz Hill Womens' Club
Antelope Valley YMCA
President's Water Pollution Control
Advisory Board--Los Angeles
County Water Resources and Reclamation
Commission
Advisory
Pearblossom Chamber of Commerce
Mariners Class, Presbyterian Church--Lancaster
Presbyterian Church of Lancaster
Sixth Grade Classes at Sierra School--Lancaster
Los Angeles Regional Planning Commission
California Water Pollution Control Association--
Los Angeles Basin and Desert Sections
227
-------
Los Angeles County Fish and Game Commission
Antelope Valley Kiwanis Club
Lancaster Women's Club
Hollywood Sunset Optimist Club
News Media
Support by the news media in over 120 newspaper and
articles for this project has been most rewarding.
tabulates these news sources and presentations.
magazine
Table 34
Radio and Television
As a public service the following radio and television
stations have broadcast information encouraging the project
and its broader aspect of ecology:
KAVL Lancaster--Public Service
KRKD Los Angeles--Property Owners' Tax Association
KABC-TV--Public Service
KBIG Los Angeles--Public Service
KABC-TV Los Angeles--Ralph Story
Information Requests
Many requests for general and technical information have
been received from organizations, agencies, and individuals
from allover the United States, as tabulated in Table 35.
Five brochures, nine reports, and fourteen applications
prepared and distributed since the initiation of this
project.
were
PARK OPENING
Apollo County Park was feted with two openings. One was on
February 26, 1970, to celebrate the "Valve Opening", the
delivery of the first reclaimed waste water to the park
lakes, and one on November 4, 1972, to dedicate and open
the park in honor of the Apollo 11 Astronauts.
228
-------
~'i- 'rR ,-'"
"~f'l;~ ,'i' ,
~ft! ~;~ .,~'~ -,~ ~-.
. :.. i ").,
. ',~ ',to Table 34
'~i_~-~;-
'iv.i' ;'ULATION OF NEWSPAPER .A1ID MAGAZINE ARTICLES -
~ 'S;!'
~.
;~.
,}
:~~1 .
Publication
Antelope Valley Press
'., ,27. Antelope Valley Ledger-Gazette
.,~
Los Angeles Herald-Examiner
Los Angeles Times
Daily Ledger-Gazette
County Engineer Newsletter
Valley Times
Park Maintenance Magazine
Desert Spectator Magazine
iD. Feather River Project
Association Newsletter
:1;4,. . ~ngineering News-Record
", ' Magazine
1~. Water & Sewage Works Magazine
1}:. ,Soap and Detergent Association
Newsletter
14. So. Antelope Valley Foothill News
15. The Wall Street Journal
16. The Valley News
17. Sewer Leaks Magazine
18. Public Works Magazine
~9. .Water ~d Waste Engineering
'20. Water Pollution Control
~ Federation Highlights
.. I
~~? Eagle Rock Sentinel
'i2)~' 'Water in the News Newsletter
~';.:.';~', :-
~:&;: -J",
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~.s', . .+~~;~~
':.i;;-=,~~t~.-
.~.
4.
5.
6.
..7.
, 8,.
:,~.
..
229
State
Calif.
Calif.
Calif.
Calif.
Calif.
Calif.
Calif.
Calif.
Calif.
Calif.
1 62-19.2L
Number
of
Articles
42
20
15
13
10
6
2
1
~ \
1 n
"1.1 I
"
1
N.J. 1 I
I ,il
II ~~1 i'
Ill. II
II .1
,.
Calif. ~~1
Calif. 1
N.Y. 1
Calif. 1)
"
Calif. 1
N.J. ~'1
N.Y. 1
D.C. 1
Calif. 1
Calif. 1
-------
,
.
4
."..
f <
."
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3 ~
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230
-------
The valve opening ceremony was hosted by the Los Angeles
County Board of Supervisors, the County Engineer Department
and the Sanitation Districts, and was attended by publishers
and editors of the local newspapers, officals of the
Chambers of Commerce, California Regional Water Quality
Control Board, California Department of Water Resources,
United States Forestry Service, Los Angeles County clepart-
mental directors or representatives and many local residents
and school children. Highlighting the day's festivities was
the first rush of water into Lake No.1, for the eventual
filling of the lakes.
The dedication of the park late in 1972 in honor of the
Apollo 11 Astronauts, hosted and attended by many of the
same dignitaries, was made special by the attendance and
presentation by Astronaut Edwin "Buzz" Aldrin. Colonel
(USAF, Retired) Aldrin called the park and the use of re-
claimed water an indication of man's new outlook on his
environment. He continued to describe his thoughts and
experiences on the moon expedition, noting the important
functions of the capsule as restored by the simulated cap-
sule housed in the special park building.
FUTURE PROSPECTS
Considering that the boating concession was not up to the
required number of boats and that fishing was just recently
permitted, the park attendance has been more than satisfac-
tory. As people of Southern California become more aware
of this unique park and the recreational opportunities
available, the per capita attendance should increase as
well on a year-round basis. The adjacent County Airport
also makes this park available for use by flyers from great
distances.
231
-------
SECTION X
REFERENCES
1.
Sawyer, C. N. Fertilization of Lakes by Agricultural
and Urban Drainage. Journal New England Water Works
Association. 61, 1947.
2.
Malhotra, S. K. et aI, Nutrient Removal from Secondary
Effluents by Alum Flocculation and Lime Precipitation.
International Journal Air-Water Pollution. ~:487-500,
1964.
3.
Final Report, Wastewater Reclamation Project for
Antelope Valley Area. Los Angeles County Engineer
Department. August 1968.
4.
Standard For Filtering Material.
A.W.W.A. N.Y., N.Y. 1953.
Designation B 100.
5.
Standard Specifications for Public Works Construction.
Southern California Chapter American Public Works Asso-
ciation and Southern California District Associated
General Contractors of California. Joint Cooperative
Committee. Building News, Inc. Los Angeles. 1968-74.
6.
Standard Methods for the Examination of Water and Waste
Water. American Public Health Association. New York,
1969.
7.
Askew, J. B., R. F. Bott, E. Leach, and B. L. England.
Microbiology of Reclaimed Water from Sewage for Recrea-
tional Use at Santee, California. San Diego County
Department of Public Health. San Diego, California.
1963.
2~
-------
10.
11.
12.
13.
14.
15.
8.
Askew, J. B., R. F. Bott, R. E. Leach, and B. L.
England. Microbiology of Reclaimed Water from Sewage
for Recreational Use. American Journal of Public
Health.
22, March
1965.
9.
The Santee Reclamation Project. U.S. Department of
Interior, Federal Water Pollution Control Administra-
tion. Publication #WT-20-7. Washington. 1967.
Microbiological Content of
for Recreational Purposes.
Board, Publication No. 32.
Domestic Waste Waters Used
California Water Control
Sacramento.
1965.
State of California.
Standards for the Safe Direct
Use of Reclaimed Waste Water in Irrigation and Recrea-
tional Impoundments. Title 17, California Administra-
tive Code, Sections 8025 through 8050. Sacramento,
1968.
State of California. Laws and Regulations Relating to
Ocean Water-Contact Sports Areas. Excerpted from
California Health and Safety Code, Sections 24155
through 24159 and Title 17, California Administrative
Code, Sections 7950 through 7961. Sacramento.
Los Angeles County Department of Health Services.
Public Health Code, Ordinance 7583. Los Angeles, 1974.
D'Itri, F.M. Mercury in the Aquatic Environment. In:
Bioassay Techniques and Environmental Chemistry, Glass,
G. E. (ed.). Ann Arbor, Ann Arbor Science Publishers,
1973. p. 27.
Gavis, J. and J. F. Ferguson. The Cycling of Mercury
Through the Environment. Water Research. 6: 995,
1972.
233
-------
16.
17-
18.
19.
20.
21.
22.
23.
Nelson, N., et ale Hazards of Mercury, Special Report
to the Secretary's Pesticide Advisory Committee. U.S.
Department of Health, Education, and Welfare.
Washington. March 1971. p. 24.
Langley, D. G. Mercury Methylation in an Aquatic
Environment. Journal of the Water Pollution Cvntrol
Federation. 45: 50, January 1973.
Fagerstrom, T., and A. Jernelov. Formation of Methyl
Mercury from Pure Mercuric Sulfide in Aerobic Organic
Sediment. Water Research. 2: 122, March 1971.
Balliner, D. G., and G. D. McKee. Chemical
terization of Bottom Sediments. Journal of
Pollution Control Federation. 12: 216-226,
1971.
Charac-
the Water
February
Jernelov, A., and H. Lunn. Studies in Sweden on
Feasibility of Some Methods for Restoration of Mercury
Contaminated Bodies of Water. Environmental Science
and Technology. Z: 716, August 1973.
Hannerz, L. Experimental Investigation on the
Accumulavion of Mercury in Water Organisms. Report of
the Institute of Fresn Water Research (Drottingham).
48: 128-176, 1968.
Wallace, R. A., et ale
the Human Element. Oak
Oak Ridge. March 1971.
Mercury in the
Ridge National
p. 10.
Environment,
Laboratory.
Shacklette, H. T., et ale Mercury in the Environment -
Surficial Materials of the Conterminous United States~
Geological Survey Circular 644. U.S. Department of the
Interior. Washington. 1971. p. 2:
234
-------
24.
25.
26.
27.
28.
29.
30.
31.
32.
Tunnell, G. Mercury. In: Handbook of
Wedepohl, K. H. (ed.). Berlin, 1970.
Sec. 80B-80M.
Geochemistry.
Vol. 2, Part 2,
Algal Assay Procedure: Bottle Test. National
Eutrophication Research Program. Environmental
Protection Agency, Washington, D.C. 1971.
Justice, C., S. Murray, P. Dixon, and J. Scherfig.
Evaluation of Materials for Use in Algal Culture
Systems. Hydrobiologia. 40 (2): 215-221, 1972.
Murray, S., et ale Evaluation of Algal Assay
Procedure--PAAP Batch Test. Journal Water Pollution
Control Federation. 1i (10): 1991-2003, 1971.
Cochran, W. G. and G. M. Cox. Experimental Designs.
2nd Ed. New York, John Wiley and Sons, 1964.
Scherfig, J. and P. Dixon. Determination of
Biologically Available Fractions of Total Phosphorus
and Total Nitrogen to Algae. University of California,
Irvine. (Prepared for future publication. Irvine.
1975.)
Pearson, E. A. et ale Kinetic Assessment of Algal
Growth. Proceedings of the Eutrophication -
Biostimulation Assessment Workshop. Berkeley,
June 19-21, 1969.
Middlebrooks, E. G., et ale Eutrophication of Surface
Water - Lake Tahoe. Journal Water Pollution Control
Federation.
:t2. (2):
242-251, 1971.
Millar, C. E., L. M. Turk, and H. D. Foth.
Fundamentals of Soil Science, 4th Ed. New York,
Wiley and Sons, 1965, p. 412-446.
John
235
-------
33.
Hausenbuiller, R. L. Soil Science, Principles and
Practices. Dubuque, Wm. C. Brown Co., 1972, p. 151-
169, 365-381.
236
-------
SECTION XI
GLOSSARY OF ABBREVIATIONS AND SYMBOLS
ABS
AC
ac ft
Alkyl-Benzene-Sulfonate
Asbestos Cement
acre-feet
alum
A.S.T.M.
A.W.W.A.
BHP
Bldg
BOD
Aluminum
American
Sulfate
Society for
Water Works
Testing Materials
Association
American
cm
cm/sec
COD
Brake Horsepower
Building
Biological Oxygen Demand
centimeter
centimeter per second
Chemical Oxygen Demand
diameter
dia
DO
Dissolved Oxygen
elevation
Efficiency in Percent
Exchangeable Sodium Percentage
finish
el.
Eff. (%)
ESP
fin
fpm
fps
ft
ft2
ft3
gal
gpd
gpd/ft2
gal/ft2/min
gph
gpm
HP
feet per minute
feet per second
feet
square feet
cubic feet
gallon
gallons per day
gallons per day per square
gallon per square foot per
gallons per hour
gallons per minute
Horsepower
foot
minute
237
-------
ha
in
. 2
In
in/yr
JTU
Kg
Kg/cm2
Kg/day
Kg/ha/day
I
l/sec
1/m2/min
lb
lb/day
lb/ac/day
Hectare
inches
m
m2
m3
m/day
m3;sec
square inches
inches per year
Jackson Turbidity Units
Kilogram
Kilograms per square centimeter
Kilograms per
Kilograms per
liter
liter per second
liters per square meter per minute
pound
pounds
pounds
meter
day
hectare per day
per day
per acre per day
square meters
cubic meters
meters per day
cubic meters per second
MB.AS
mgd
mg/l
mho
maximum
Methelene Blue Activated
million gallons per day
milligrams per liter
conductance unit
Substances
max
min
minimum
milliliter
millimeter
ml
mm
oc
Most Probable Number
Most Probable Number per One Hundred
millimeters
on center
MPN
MPN/IOO ml
OSI
Organic Sediment Index
238
-------
ph
pH
ppm
pSl
rpm
t
tons/ac-ft
TDS
TTP
"Gyp
phase
acidity level
parts per million
pounds per square inch
revolutions per minute
metric ton
tons per acre-foot
Total Dissolved Solids
Tertiary Treatment Plant
typical
volts
Vitrified Clay Pipe
Wrought Iron
Water Renovation Plant
v
vCP
WI
WRP
ws
°c
of
water surface
"
degree
degree
foot
inch
Centigrade
Fahrenheit
@
<
>
at
less than
more than
239
-------
.APPENDIX A
OPERATION MANUAL
for the
ANTELOPE VALLEY TERTIARY TREATMENT PLANT
CONTENTS
I.
Sections
Paf2:e
II.
III.
IV.
INTRODUCTION AND DESIGN DATA
PURPOSE OF PROJECT
Waste Discharge Specifications
PROJECT DESCRIPTION
246
246
246
248
248
248
248
250
Location
Influent Water Characterization
Tertiary Treatment Plant
DESIGN CRITERIA
TERTIARY PLANT INFLUENT
CHARACTERISTICS
254
254
INFLUENT PUMP STATION
GENERAL
OPERATION
Equipment Startup
Special Conditions
INDICATING LIGHTS, ALARMS
Indicating Lights
OPERATING PROBLEMS AND SOLUTIONS
255
255
255
255
256
256
256
257
257
Foreign Material Caught in Flowmeter
CHEMICAL FEED SYSTEM
GENERAL
258
258
240
-------
V.
VI.
OPERATION
Prechlorination
Alum Addition
Alum Pump Startup (Automatic)
Safety Precautions for Alum Handling
LIQUID ALUM UNLOADING PROCEDURE
INDICATING LIGHTS, ALARMS
Indicating Lights
OPERATING PROBLEl'1S AND SOLUTIONS
Prechlorination System Malfu..nction
Insufficient Alum
FLOCCULATION CHAMBER
GENERAL
OPERATION
Equipment
Chamber Dewatering
INDICATING LIGHTS, AL.ARI1S
Indicating Lights
Alarms
OPERATING PROBLEl'1S AND SOLUTIONS
Flocculator Paddle Mechanism Malfunction
SEDIMENTATION TANK
GENERAL
OPERATION
Sedimentation Tank
Sludge Withdrawal
Sedimentation Tank Dewatering
INDICATING LIGHTS, ALARMS
OPERATING PROBLEMS AND SOLUTIONS
Low Settleable Solids Removal Efficiency
241
Page
258
258
258
259
259
261
262
262
262
262
263
264
264
264
264
265
265
265
266
266
266
267
267
267
267
268
269
269
269
269
-------
VII.
VIII.
DUAL MEDIA FILTER
GENERAL
OPERATION
FILTER BACKWASH
Filter Backwash Pump
Surface Washwater Pump
Backwash Throttling Valve
Filter Waste Sump
INDICATING LIGHTS, .ALARMS
Indicating Lights
Alarms
OPERATING ROBLEMS AND SOLUTIONS
High Filter Effluent Turbidities
CHLORINATION SYSTEM
GENERAL
OPERATION
Safety Precautions for Chlorine Handling
Detection and Elimination of Chlorine
Leaks
First Aid
Chlorine Storage
Automatic Switchover
Chlorinators
Residual Chlorine Analyzer
Chlorine Contact Chamber
INDICATING LIGHTS, ALARMS
Indicating Lights
Shutdown Alarms
OPERATING PROBLEMS AND SOLUTIONS
Insufficient Chlorinator Gas Pressure
No Chlorine Gas Pressure with an
Apparently Full Chlorine Container
242
Pa~e
271
271
271
271
273
273
273
274
274
274
275
275
275
276
276
276
276
278
279
280
281
282
283
283
283
283
284
284
284
285
-------
IX.
X.
XI.
XII.
Pa~e
No Chlorine Fed with All Systems
Appearing Normal
Chlorine Gas Leaking from Vent Line
Inability to Obtain Proper Feed Rate
from Chlorinator
Insufficient Feed to Produce Proper
Chlorina Residual
286
287
288
289
EFFLUENT PUMP STATION
GENERAL
OPERATION
INDICATING LIGHTS, ALARMS
Indicating Lights
Shutdown Alarm
290
290
290
291
291
291
FILTER WASTE SUMP
GENERAL
OPERATION
292
292
292
PIPE GALLERY SUMP
GENERAL
OPERATION
INDICATING LIGHTS, ALARMS
Indicating Lights
Alarms--Plant Shutdown
293
293
293
293
293
293
INSTRUl'1ENT AIR COl"IPRESSOR
GENERAL
OPERATION
INDICATING LIGHTS
294-
294
294
294
XIII. INSTRUMENTATION
GENERAL
OPERATION
Normal Operation
295
295
295
296
243
-------
Page
Backwash Operation 296
Plant Shutdown 297
Special Conditions Governing
Operational Sequences 298
XIV. SAMPLE COLLECTION AND LAB ANALYSIS 299
GENERAL 299
SAMPLING AND TESTING 299
Total Phosphate Digestion Procedure 300
High Phosphate Determination 301
Low Phosphate Determination 302
Suspended Solids Tests 303
Chlorine Residual 304
pH Value 305
Ammonia Nitrogen (NH3) 306
xv. PREVENTIVE MAINTENANCE 309
PURPOSE 309
SCOPE 309
PREVENTIVE MAINTENANCE LOG 309
PUMPS 310
Grease and Oil 310
Packing 310
Cleanup 311
Preventive Maintenance 311
PADDLE FLOCCULATION MECHANISM 312
SLUDGE COLLECTION MECHANISM 313
CHLORINATION SYSTEM 313
VENT FANS 314
ALUM UNLOADING COMPRESSOR 314
OIL AND GREASE LIST 314
XVI. EMERGENCY OPERATING CONDITIONS AND
RESPONSE PLANS 315
244
-------
Inspection Procedures
Page
315
315
315
315
316
316
316
317
317
318
318
318
319
319
319
319
320
320
GENERAL
El"IERGENCY WARNING EQUIPMENT
General
Response to Alarm Conditions
POWER FAILURE
EARTHQUAKE
General
FIRE
EXPLOSION
PUl'11? J Al'1MING
FREEZING
EQUIPMENT BREAKDOWNS
PROCESS FAILURE
PERSONNEL INJURY
General
In the Event of Injury to Personnel
NOTIFICATION LIST
245
-------
S~CTION I
INTRODUCTION AND DESIGN DATA
PURPOSE OF PROJECT
The Antelope Valley Tertiary Treatment Plant was constructed
for the specific purpose of providing nutrient free, disin-
fected water for recreational use at Apollo County Park, an
aquatic recreational facility approximately 1.86 Kill (3 mi.)
from the treatment plant site. This plant, operated by the
Sanitation Districts of Los Angeles County, is part of the
Antelope Valley Water Reclamation Project. The feasibility
of reclamation and reuse of available waste waters is also a
factor to be determined since the project is in an area
where the water supply must be conserved. This program is
managed by the Los Angeles County Engineer with federal fin-
ancial assistance through the Environmental Protection
Agency. Waste discharge requirements for the tertiary
treatment plant were set forth by the California Regional
Water Quality Control Board, Lahontan Region, in Resolution
66-9. These discharge requirements are as follows:
Waste
1.
Discharge Specifications
There shall be no overflow
or untreated effluent from
or discharge of treated
the treatment or recrea-
tional system to adjacent land areas or surface
waters, except a discharge may be permitted to the
Amargosa Creek at designated locations.
2.
The operation of the recreational lakes and irriga-
tion facilities and the discharge of waste waters to
the Amargosa Creek shall not create a nuisance.
3.
There shall be no adverse effect on the beneficial
uses of the surface or ground waters of the area as
a result of the discharge of waste waters into the
246
-------
recreational lakes onto the irrigated park area, or
into Amargosa Creek.
4.
Unauthorized persons shall be effectively excluded
from the treatment area.
5.
Adequate protective measures shall be taken by the
discharger to prevent these disposals of waste water
from adversely affecting fish and wildlife.
6.
These discharges shall not result in any objection-
able taste, odor, color, or foaming in the receiving
waters.
7-
These discharges shall not raise the concentration
, of minerals in the receiving waters to toxic levels.
8.
The discharger shall conform with all regulations of
the State and local health departments.
9.
the staff of this
discharger prior
A monitoring program, approved by.
board shall be established by the
to any discharge.
Additional effluent quality requirements were set forth and
are as follows:
1 .
Effluent total phosphate concentrations shall not
exceed 0.5 mg/l as P04.
2.
Turbidity shall not exceed five (5) Jackson Turbi-
dity Units (JTU).
3.
Ammonia-nitrogen concentrations shall not exceed
1 mg/l.
4.
The median most probable number (MPN) of coliform
organisms shall not exceed 2.2 per 100 ml.
247
-------
5.
Water shall not contain substances in toxic concen-
tration.
6.
Final effluent shall be demonstrated to be virus
free.
PROJECT DESCRIPTION
Location
The Antelope Valley Tertiary Treatment Plant is located at
the County Sanitation District No. 14 Water Renovation Plant
approximately 5 miles north of Lancaster proper. The
District 14 Plant serves the Lancaster area and supplies
influent to the tertiary facility.
A set of contract drawings (14-g-35) and specifications
(File: 14-951.5) for the tertiary plant can be obtained from
the Files Section at the County Sanitation Districts of Los
Angeles County, Joint Administration Office (JAO). A copy
of the contract drawings is on file at the tertiary plant.
Influent Water Characterization
The District 14 Plant consists of primary sedimentation fol-
lowed by biological stabilization in oxidation ponds. This
oxidation pond water is well oxidized, contains low-ammonia
concentrations and a reduced BOD. The water does however,
contain high algae counts, and bacterial populations which
must be removed in the tertiary treatment process. The
essential nutrient, phosphorus, also abounds in the pond
water. The total phosphate concentration is higher in the
winter and spring than in the summer and fall. The influent
flowrate varies from low flows during the winter months to
high flows during the summer months.
Tertiary Treatment Plant
The Tertiary Treatment Plant was designed using modified
water treatment practices. The process utilized features
2~
-------
treatment with alum, flocculation,
tion and chlorination. The layout
Figure 10 and the flow scheme and
presented in ~igure 11-
sedimentation, filtra-
of the plant is shown in
hydraulic profile are
In general the influent water is treated in the sequence
below:
1.
2.
3.
4.
5.
6.
7.
8.
Source Water from Oxidation Ponds
Influent Pump Station
Chemical Feed
a.
Liquid aluminum sulfate (A12(S04)3)
Pre-chlorination
b.
Flocculation Chamber
a.
Paddle flocculators agitate chemical and
influent mixture to form floc particles.
Sedimentation Tank
a.
Sludge sent to plant waste sump.
Effluent to dual media filter.
b.
Dual Media Gravity Filter
a.
Backwash wastewater to plant waste sump.
b.
Filtrate chlorinated and sent to contact chamber.
Chlorine Contact Chamber
a.
Supplies washwater to filter.
b.
Quality Effluent to effluent pump station.
Unacceptable effluent to District 14 Plant
influent wetwell.
c.
Effluent Pump Station
a.
Effluent to recreational lakes (Apollo County
Park)
249
-------
9.
~xxiliary Systems
a.
Plant Waste Sump
Pipe Gallery Sump Pump
b.
c.
Instrument Air Compressor
Instrumentation
d.
Governing parameters of tertiary treatment plant operations
are monitored and recorded daily on the Monthly Summary of
Operation sheet. Completed sheets are sent to the Plant
Evaluation Engineer for processing.
DESIGN CRITERIA
The design criteria
the following table:
for Stage I operation is su~~arized on
Table 36
ANTELOPE V ALLEY TERTIARY TREAT1'1ENT
DESIGN DATA
PLA~NT
Note:
All loading rates are based on average flow condi-
tions, except as noted.
Plant Effluent
Stage I
Stage II,
Flow
(Future Expansion)
21.905 l/sec (0.5 mgd)
43.81 l/sec (1.0 mgd)
Influent Loadin5
Suspended Solids
o
BOD 5 days @20 C
COD
(S. S. )
100 mg/l
32 mg/l
184 mg/l
Influent Pump
Capaci ty
Drive
47.756 l/sec (1.09 mgd)
Variable Speed
250
-------
Table 36, Continued
DESIGN DATA
Chemical Feed System
Prechlorination
Type
Capacity
Average Chlorine Dose
Alum Feed
Solution Feed
30 mg/l
10 mg/l
Type
Pump Capacity
Max. Dose
Design Dose
Storage Tank Capacity
Flocculation Chamber
Flowrate
Liquid A12 (S04)3
1.32 l/min (20.8 gph)
526 mg/l
300 mg/l
21.2 m3 (5600 gal)
Tank Dimesnions
Volume
Detention Time
24.1 l/sec (0.55 mgd)
4.88x2.44x2.44m(16'x8'x8') SWD
29.0 m3 (7,660 gal)
20 min.
Paddle Flocculators
Number
Drive
2
Variable Speed
15.2-45.7 em/see (0.5-1.5 ft/Sec)
Speed Range
Sedimentation Tank
Flowrate
Tank Dimensions
Surface Area
Hopper Volume
Volume of Tank (incl.
Overflow Rate
24.1 l/sec (0.55 mgd)
4.877x20.726x2.438m(16'x68'x8') SWD
101.1 m2 (1088 ft2)
25.5 m3 (6747 gal)
hopper) 272 m3 (71,853 gal)
20.37 m3/m2 day (500 gpd/ft2)
2-3 hours
5% Plant Flow
Detention Time
Maximum Sludge Flow (Design)
251
-------
Table 36, Continued
DESIGN DATA
Sedimentation Tank - Con't.
Maximum Sludge
Maximum Sludge
Maximum Sludge
Flight Speed
Flow (Attained) 15% Plant Flow
Concentration (Design) 3%
Concentr. (Attained) 0.3%
58.4 cm/min (23 in/min)
Sludge Pump
Capacity
Drive
2.1 l/sec (33 gpm)
Variable Speed
Filtration
Flowrate
Filter Bed Area
Loading Rate
Final Head Loss
Maximum Backwash Cycle
Backwash Rate
Backwash Pump Capacity
Surface Wash
22.8 l/sec (0.52 mgd)
16.7 m2 (180 ft2)
2 2
1.3 lkec/m (2.0 gpm/ft )
2.1 m (7.0 ft)
24 hours
12.2 1/sec/m2 (18 gpm/ft2)
205.0 l/sec (4.68 mgd)
2 2
1.36 l/sec/m @ 3.5 kg/cm
(2.0 gpm/ft2 @ 50 psi)
22.7 l/sec (360 gpm)
50%
Surface Wash Pump Capacity
Maximum Bed Expansion
Filter Media
#1-1/2 Anthracite
#20 Sand
Graded Gravel Support
45.7 cm
22.8 cm
(18 in)
(9 in)
(18 in)
45.7 cm
Chlorine Contact Pond
Flowrate
SWD
Volume.
Detention Time
21.9 l/sec (0.50 mgd)
2.1 m (7 ft)
623 m3 (164,560 gal)
8-10 Hours
252
-------
Table 36, Continued
DESIGN DATA
Chlorine Contact Pond - Con't.
Maximum Chlorine Dose
Average Chlorine Dose
15 mg/l
8 mg/l
Chlorinators
NUm.-b e r
Type
Capacity Each
2
Solution Feed
30 mg/l
Effluent Pumps
Pump #1 Capacity
Pump #2 Capacity
23.7 l/sec (0.5~ mgd)
47.3 l/sec (1.08 mgd)
253
-------
SECTION II
TERTIARY PLANT INFLUEN"T
CHARACTERISTICS
Influent to the tertiary treatment plant is provided by the
oxidation ponds of the District 14 Water Renovation Plaut.
Under the present operating mode tertiary influent is drawn
from Pond~. This water has received approximately 60 to
120 days of secondary treatment and has the characteristics
as shown in the following table:
Table
37
INFLUENT CHARACTERISTICS
Temperature (oF)
pH
Turbidity (JTU)
Alkalinity (mg/l as CaC03)
Hardness (mg/l as CaC03)
Suspended Solids (mg/l)
Total Dissolved Solids (mg/l)
COD (mg/l)
BOD (mg/l)
DO (mg/l)
Ammonia -N (mg/l)
Organic -N Cmg/l)
Nitrate -N (mg/l)
Nitrite -N (mg/l)
Total Phosphates as P04 (mg/l)
Algae (counts/ml)
254
40-75
8-10
25-85
225-275
60-80
70-100
600-650
180-200
30-40
3-30
0-2
8-20
0-1
0-2
20-40
100,000-400,000
-------
SECTION III
I:NFLUENT PUMP STATION
GENERAL
The influent pump station is one of the most important units
in the tertiary treatment process. If it fails, the rest of
the process can do nothing to treat the oxidation pond
water. The basic function of the influent pump is to keep
the plant supplied with the proper amount of flow to main-
tain the required treatment.
OPERATION
The influent pump unit consists of a Chicago Pump Company
Model LM-4, 47.01 l/sec (760 gpm) capacity pump and a U.S.
Motors Varidrive with output speeds ranging from 1170 rpm to
585 rpm.
Equipment Startup
To start the influent pump into automatic
following steps should be performed:
operation, the
1.
2.
All circuit breakers must be CLOSED.
All process valves must be in proper position.
(See Section XIII, Instrumentation).
Activate chlorine and alum injection systems.
Place influent pump H-O-A switch in AUTO position.
Turn SHUT DOWN MANUAL SWITCH to the ON position.
Reset the Switching Relay by manually tripping
relay to activate the influent pump. (This
Switching Relay is an electric interlock between
the influent pump and the filter backwash system
which prevents both from operating at the same
time).
3.
4.
5.
255
-------
Special Conditions
The following Special Conditions govern the automatic opera-
tion of the influent pump:
1. Each time the INFLUENT PUJ.VlP STARTS, a timer LOCKS-
OUT the high turbidity backwash initiating control
signal for an adjustable time period. (0-30 min.)
2.
The Backwash Pump and Influent Pumps run ALTER-
NATELY, except after plan~ shutdown when an electri-
cal interlock relay returns to the "Backwash"
position. Automatic startup of the Influent Pump
cannot occur until this interlocking relay is
manually reset to the Influent Pump position. (This
interlock can also be reset to the Influent Pump
position by manually turning the main Backwash Pump
H-O-A switch to the HAND position momentarily).
The Influent Pump WILL NOT RUN automatically unless
the following conditions are satisfied:
a. Filter Wastewater and Backwash Throttling Valves
3.
b.
must be CLOSED.
Filter Effluent Valves must be OPEN.
4.
The Sludge and Alum Pumps will NOT RUN automatically
and the Chlorinator Solenoid Valve will NOT OPERATE
unless the Influent Pump is RUNNING.
INDICATING LIGHTS, ALARMS
Indicatin~ Li~hts
1. Switchboard #4
Status
Circuit Breaker Closed
Starter Closed
Color
Amber
Green
256
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2.
Metering and Control Panel
Status
Control Power ON
Filter Wastewater Valve CLOSED
Backwash Throttling Valve CLOSED
Filter Effluent Valve OPEN
Color
Yellow
Green
Green
.Amber
OPERATING PROBLEMS .AND SOLUTIONS
Forei~n Material Cau~ht in Flowmeter
1. Indicator:
Meter stops functioning
2.
Monitoring, Analysis, and/or Inspection:
Open wye connection upstream of flowmeter for
visual examination of pipe.
3.
Corrective Measures:
a.
Remove foreign material by hand.
Check positioning of screen covering
structure.
inlet
b.
257
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SECTION IV
CHEMICAL FEED SYSTEM
GENERAL
Chlorine and liquid aluminum sulfate (A12(S04)3) are fed to
the influent prior to entering the flocculation chamber.
Pre chlorination of the influent is performed at times to
combat the effects of bacteria on the tertiary process.
The liquid alum is used to coagulate the suspended solids,
algae growths, and phosphates in the influent, and to im-
prove the performance of the dual media filter.
OPERATION
Prechlorination
Chlorine is stored in one-ton cylinders in the south end of
the control building. This gas is mixed with water in one
of the two chlorinators adjacent to the storage cylinders
and transported through a 3/4" PVC line to the pipe gallery
where it is injected into the flocculation chamber influent
line. The dose of chlorine used in this process varies from
6 to 11 mg/l. Additional information on the chlorine feed
system is presented in Section VIII: Chlorination System.
Alum Addition
The alum feed system consists of a storage tank, an unload-
ing compressor, an alum diaphragm pump, and piping. The
liquid alum is stored in a 21.1 m3 (5600 gallon), 3.048 m
(10 ft) diameter, Poly-Bilt fiberglass tank located next to
the dual media filter. A Wallace and Tiernan mechanical
diaphragm, positive displacement pump is lQcated at the base
of the storage tank and is used to pump the liquid alum to
the pipe gallery. Alum is injected into the influent line
next to the prechlorination point. The quantity of alum
258
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injected is determined by reading the manometer on the side
of the storage tank.
Alum dosage is adjusted manually by changing the stroke
length of the pump. This is done by adjusting the control
knob until the desired scale reading (1-10) is attained.
The alum dose can be varied from 240 mg/l to 450 mg/l, de-
pendent upon influent water conditions and seasonal changes.
(Additional adjustment may be made by changing the multiple
sheave pulleys.)
The rated capacity of the pump is 1.32 l/min (20.8 gph),
which corresponds to a dosage of 526 mg/l with an influent
flow of 24.1 l/sec (0.55 mgd) when the alum liquor is equi-
valent to 48.5% dry alum weight.
The alum diaphragm pump is electrically interlocked with
the influent pump and filter backwash system. It only
operates when the influent pump is running.
Alum Pump Startup (Automatic)
1. Backwash throttling valve must be CLOSED
2. Backwash sequence must be OFF
3. Influent pump must be RUNNING.
4. Valve between storage tank and alum pump must be
OPEN.
5. Turn Pump H-O-A switch to AUTO.
Safety Precautions for Alum Handlin~
Alum is irritating to the skin and mucous membranes because
of its acidic nature. Use extreme caution when working
with the liquid alum and wear the proper protective clothing
and eye protection.
259
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1.
Wear adequate protective clothing when handling alum
liquor. Recommended protection consists of:
a.
Safety hard hat.
Clear goggles or face shield.
Plastic or rubber gloves.
Rubber apron or slicker suit.
Rubber boots.
b.
c.
d.
e.
2.
Avoid spillage, as opilled liquid alum becomes
extremely slick upon slight evaporation, making
stairways, walkways, and floors very dangerous.
3.
Prevent the liquid alum from coming in contact
with ferrous metals as the corrosive action is
similar to that of sulfuric acid solutions.
4.
First Aid. Whenever first aid is required, it
should be given immediately. Prompt treatment may
greatly decrease vhe severity of the effect.
Medical attentivn should be obtained as soon as
possible after injury, even if the injury appears
slight. The physician should be given a detailed
account of the incident.
a.
Ingestion. Obtain medical attention as soon as
possible. If aluminum sulfate has been swallowed,
give large quantities of water to dilute the acid.
Induce vomiting by giving warm salty water (2
tablespoons of table salt to a pint of water).
If this meaSUEe is unsuccessful, vomiting may
be induced by tickling the back of the patient's
throat with the finger. Vomiting should be en-
couraged about three times or until the vomitus
is clear. Additional water may be given to wash
out the stomach.
260
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b.
Eye Contact. Immediately flush the eyes with
large quantities of running water for a minimum
of 15 minutes. Hold the eyelids apart during
the irrigation to ensure flushing of the entire
surface of the eye and lids with water. Obtain
medical attention as soon as possible. Oils or
ointments should not be used unless directed by
a physician. Continue the irrigation for an
additional 15 minutes if the physician is not
available.
Skin Contact. Immediately flush affected areas
with water and remove contaminated clothing.
d. Inhalation. Remove from contaminated atmos-
phere. If breathing has ceased, start mouth-
to mouth artificial respiration. Oxygen, if
available, should only be administered by an
experienced person when authorized by a physi-
Clan. Keep patient warm and comfortable. Call
a physician immediately.
LIQUID ALUl'1 UNLOADING PROCEDURE
The following procedure should be followed when unloading
a shipment of alum liquor from a tank truck:
1. Have a truck ba~k up to alum storage tank slab.
2. Loosen manhole on top of alum tank to ensure ade-
quate venting and prevent failure of tank due to a
surge of compressed air from empty tank truck.
NOTE: 2" PVC vent line alone is inadequate to handle
c.
3.
a pressure surge.
Remove cover from 5.08 cm (2 in) PVC intake pipe
at bottom of slab and connect feed line from tank
truck.
Open valve on intake plpe.
4.
261
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5.
Connect air hose from tank truck to alum truck
unloading compressor.
6.
Start compressor by pressing ON switch local to
the unit. (Starter should be ON and Circuit
Breaker should be CLOSED.)
7.
Unloading a truck with a full load of approximately
16,655 liters (4,400 gal) will take approximately
one hour.
8.
When unloading is complete, reverse steps 1 through
6.
INDICATING LIGHTS, ALARMS
Indicatin~ Li~hts
1.
Switchboard #l+
Alum Truck unloading compressor
Status Color
a. Circuit Breaker CLOSED
Amber
b.
Starter CLOSED
Green
OPEMTING PROBLEMS .AND SOLUTIONS
~rechlorination System Malfunction
1.
Indicators:
a. Deterioration of sedimentation tank process
efficiency.
Large numbers of algae present
tion tank effluent.
b.
in sedimenta-
c.
Increase in backwash frequency.
2.
Monitoring, Analysis, and/or Inspection:
a. High filter effluent turbidities.
b. Check filter effluent for algae content.
3.
Corrective Measures:
a. For mechanical failure, have equipment repai~ed.
262
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b.
For line blockage, try to clear line. If
unable to clear, bypass line and feed pre-
chlorination line through filter effluent
chlorination line.
Insufficient Alum
1 .
Indicators;
a. High flocculation chamber pH does not corres-
pond with set alum dose.
b.
Deterioration of flocculation chamber and
sedimentation tank processes.
2.
Monitoring, Analysis, and/or Inspection:
a. Check for pump malfunction.
b. Check piping system for stoppages.
c. Check alum storage tank level.
3.
Corrective Measures:
a.
Repair alum diaphragm pump.
Clear alum feed lines.
b.
263
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SECTION V
FLOCCULATION CHAMBER
GENERAL
The purpose of this chamber is to gently agitate the chemi-
cal and influent mixture to produce floc particles which
will settle well in the sedimentation process.
OPERATION
Plant influent, containing alum and chlorine doses, enters
the flocculation chamber through four 15.24 em (6") pipes
spaced 1.22 m (4 ft) apart and located 0.61 m (2 ft) above
the bottom of the flocculation chamber. A pair of paddle
flocculators then gently agitate the mixture and cr€ate floc
particles. Detention time in this chamber is approximately
20 minutes for a design flow of 24.1 l/sec (0.55 MGD).
Effluent from the flocculation chamber flows through a
wooden baffle into the sedimentation tank. Influent pH and
flocculation chamber pH is monitored and recorded on a
circular recorder located on the Metering and Control Panel
in the Control Room. A high flocculation pH reading on the
recorder will cause a plant shutdown.
Equipment
An American Bowser Corporation paddle flocculator mechanism
is used in the flocculation chamber. There are two paddle
reel assemblies installed parallel to the chamber flow
direction. These paddles are driven by a Sterling Electric
Motors variable speed drive unit anchored to the top of the
chamber on the east face. This unit can vary the periphial
speed of the paddle reels infinitely between 0.15-0.46 m/sec
(0.5 and 1.5 ft/sec.). (Normally operated at minimum speed.)
Startup of the paddle flocculator may be initiated by fol-
lowing this sequence:
264
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1 .
Starter must be ON and Circuit Breaker must be
CLOSED (SWBD #4).
2.
Control power is ON.
NOTE:
The paddle flocculators are independent of the
automatic control system and must be controlled
manually.
The redwood baffle between the flocculation chamber and the
sedimentation chamber reduces the turbulence in the
tation tank caused by the flocculator paddles. This
extends from the concrete separator at the bottom of
chamber to the water surface.
sedimen-
baffle
the
Chamber Dewaterin~
The flocculation chamber and sedimentation tank can be
dewatered by opening the drain valve located two feet from
the north face of the flocculation chamber at ground level.
The sedimentation tank is partially dewatered at the same
time (see Section VI, Sedimentation Tank Dewatering) because
the upper portion of the two tanks are connected through the
baffle. Both tanks will dewater until the water level
reaches the top of a concrete separation wall between the
two chambers. The top of this wall is the same elevation
as the upper flights in the sedimentation tank.
INDICATING LIGHTS, ALARMS
Indicatin~ Li~hts
1. Switchboard #4
Status
Flocculator Paddle
Starter Closed
Circuit Breaker Closed
Color
Unit
Green
Amber
265
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Alarms
1.
Shutdown Alarm Panel
Alarm Condition
High pH in Floc-
culation Chamber
Actuator
Switch on
Flocculation
pH Recorder
Location
Metering &
Control Panel
Indicator
Red Light
& Howler
OPERATING PROBLEMS AND SOLUTIONS
Flocculator Paddle Mechanism Malfunction
1. Monitoring, Analysis, and/or Inspection:
a. Inspect mechanical equipment for failure.
b. Inspect drive belts for slippage or loss.
2.
Corrective Measures:
a.
Repair or adjust mechanical equipment.
If the belts on both paddle assemblies are
missing or beyond repair, dewater flocculation
chamber and replace. If one paddle assembly
is still operable, the plant need not be shut
down for repairs until that paddle mechanism
needs servicing.
b.
266
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SECTION VI
SEDIMENTATION TANK
GENERAL
The covered sedimentation tank contains sludge collection
equipment, effluent launders, and sludge withdrawal equip-
ment. This tank removes most of the floc particles formed
in the flocculation chamber and improves the efficiency of
the dual media filter.
OPERATION
Sedimentation Tank
Flow enters the sedimentation tank through the wooden baffle
separating the tank from the flocculation chamber. Settle-
able solids and floc particles sink to the bottom of the
tank and are raked to a sludge hopper at the effluent end
by a chain-and-flight sludge collection mechanism. Sludge
(alum sludge) is stored in the hopper before being drawn off
for disposal in the plant waste sump. Sludge level in the
hopper is monitored with the aid of four 2.54 cm (1") pipes
located at different elevations in the hopper and lead to
sample valves in the pipe gallery. Two open-channel laUD-
ders,extending 4.572 m (15 ft) into the tank just below the
water surface from the effluent end receive the tank efflu-
ent which flows to the dual media filter (see Figure 13 ).
The American Bowser sludge collection mechanism is driven
from the effluent end of the tank by a 3/4 hp Olyspede
electric motor. This unit has a speed reducer to allow
variation of flight speeds.
1.
Startup of the drive unit is not under the automa-
tic controls and must be switched ON and OFF
manually.
267
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2.
Flights should not be operated until the water
level in the tank is above the guide rails.
Slud~e Withdrawal
The alum sludge withdrawal system consists of a Moyno Sludge
Pump or a pump bypass through a 15.24 cm (611) line from the
bottom of the sludge hopper, and two 15.24 cm (611) gate
valves. Sludge withdrawal from the hopper is a continuous
operation except during filter backwash. Withdrawal can be
performed in two ways:
1. Due to the thin consistency of the alum sludge,
withdrawal can be achieved by allowing the sludge
to flow by gravity to the plant waste sump, by-
passing the Moyno pump. This is done when sludge
flow is close to or greater than the 2.1 l/sec
(33 gpm) capacity of the sludge pump. The proce-
dure to allow gravity flow withdrawal of the alum
sludge is the following:
a. Open the 15.24 cm (611) gate valve to bypass the
sludge pump.
b. Turn sludge pump H-O-A switch OFF. (Located
in pipe gallery)
c. Close 15.24 cm (6") gate valve downstream from
sludge pump discharge port.
2. The second method of sludge withdrawal is by pump-
ing the sludge from the hopper. When alum sludge
flows are low or the sludge concentration is high,
this method is used. The procedure for sludge
withdrawal by pumping is as follows:
a. Open the 15.24 cm (611) gate valve downstream
from the pump.
b. Close the 15.24 cm (6") pump-bypass gate valve.
c. Turn sludge pump H-O-A switch to AUTO.
268
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It should be noted that the sludge pump will not run auto-
matically unless the influent pump is running.
Sedimentation Tank Dewatering
The sedimentation tank may be dewatered to the plant waste
sump by opening two 15.24 cm (6") drain valves and by pump-
ing the sludge from the hopper. One drain valve is located
at ground level just off the north face of the sedimentation
tank approximately 7.62 m (25 ft) from the effluent end.
The second valve is also at ground level at the north face
of the flocculation chamber.
INDICATING LIGHTS, ALARMS
1. Electrical Switchboard
Status
Sludge Collector Drive
Started CLOSED
Color
Circuit Breaker CLOSED
Sludge rump
Starter CLOSED
Green
Amber
Circuit Breaker CLOSED
Green
Amber
OPERATING PROBLEJ'1S AND SOLUTIONS
Low Settleable Solids Removal Efficie~
1.
Indicators:
a.
Floating algae particles in tank.
High filter effluent turbidities.
Increase in filter backwash frequency.
b.
c.
2:
Monitoring, Analysis, and/or Inspection:
a. Check chemical feed system.
b. Check sludge withdrawal system.
c. Inspect sludge collection mechanism
for wear.
269
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3.
Corrective Measures:
a.
If sludge flow exceeds
pass line and transfer
by gravity flow.
If chemical feed system malfunctions shutdown
plant until repairs are made.
pump capacity, use by-
sludge to waste sump
b.
c.
Repair all worn sludge pump parts and sludge
collection equipment.
d.
Decrease influent flow rate.
e.
Change rate of prechlorination.
270
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SECTION VII
DUAL MEDIA FILTER
GENERAL
The Dual Media Filter removes suspended solids from the
sedimentation tank effluent. Turbidity reduction in the
filter unit results in a final effluent with a turbidity of
less than 5.0 Jackson Turbidity Units (JTU).
OPERATION
Sedimentation tank effluent containing suspended solids and
unsettled algae floc is passed through the filter bed. The
disposition of solids in the bed eventually clog the filter
and filtration is stopped and the bed is backwashed. Filter
effluent flows by gravity from beneath the filter media
through a 35.56 cm (14") pipe underdrain. (See Figure 14).
The filter effluent is chlorinated and discharged to the
chlorine contact chamber.
Filter media consists of a 45.7 cm (18") layer of #1-1/2
Anthracite Coal over a 22.9 cm (9") layer of #20 sand.
These layers are over a 45.7 cm (18") layer of graded gravel
support within which the underdrain is located. (See Table
3) .
Filter effluent turbidity and the water level in the filter
are monitored and recorded on circular chart recorders in
the control room. A high water level (HWL) probe in the
filter will shut down the plant if the backwash controls
fail.
FILTER BACKWASH
The filter is backwashed with chlorinated water from the
chlorine contact pond. A piping system to wash the surface
of the filter media also used water from the contact pond.
Backwash wastewater overflows from the filter media into
271
-------
the wash water channel and then flows through a 45.72 cm
(18") line to the plant waste sump for disposal.
Either high effluent turbidity or high filter water level
automatically start the backwash sequence. Backwash can
also be initiated manually by depressing a Manual Backwash
Button. The valve sequence flow control and duration of
backwash as described below are the same for either a manu-
ally initiated or an automatically initiated backwash.
Backwash operation occurs in two stages. Stage I shuts
down the plant and actuates the necessary valves to initiate
Stage II, the actual backwashing of the filter.
Filter Backwash proceeds as follows:
Stage I
1) Influent pump STOPS.
2) Alum diaphragm pump STOPS.
3) Sludge pump STOPS.
4) Chlorinator Solenoid valve
5)
6)
7)
CLOSES.
Filter effluent valve CLOSES.
Filter wastewater valve OPENS.
Time delay (adjustable to allow excess
water in the filter to drain out).
Stage II
8) Surface wash water pump STARTS.
9) Backwash throttling valve OPENS.
10) Backwash pump STARTS.
11) Surface wash water pump STOPS.
12) Backwash pump .STOPS.
13) Backwash throttling valve CLOSES.
14) Filter wastewater valve CLOSES.
When the backwashing is complete the process returns to
normal operation as follows:
272
-------
15)
16)
17)
18)
19)
Filter effluent valve OPENS.
Influent pump STARTS.
Alum diaphragm pump STARTS.
Sludge pump STARTS.
Chlorinator solenoid valve OPENS.
If a plant alarm occurs during the backwash cycle, the plant
will complete its backwash cycle before shutting down.
Filter Backwash Pump
The filter backwash pump is located in the pipe gallery.
Chlorinated water from the contact pond is supplied to the
pump, through a 35.56 cm (1411) pipe whose elevation is below
the minimum water surface level of the contact pond. A
Fairbanks Morse horizontal, single stage pump with a rated
capacity of 205 l/sec (3250 gpm) is used for backwashing the
filter. This pump is driven by a General Electric Induction
Motor which produces 30 hp at 875 rpm. The pump feeds into
the 35.56 cm (1411) pipe at the bottom of the filter which
also serves as the filter underdrain line.
Surface Washwater Pump
The surface washwater pump located in the pipe gallery is
a Pacific Pumping Company pump rated at 22.7 l/sec (360 gpm)
and is driven by a 20 H.P. General Electric motor. The pump
takes suction from the chlorinated water in the chlorine
contact pond and discharges to the surface washwater distri-
bution system.
Backwash Throttlin~ Valve
Flow of backwash water is controlled from the MANUAL LOADING
STATION PANEL located on the walkway above the filter. The
panel is equipped with a three-way solenoid valve, a
pressure regulator and a manual loading regulator with a
pressure gage. The valve operator is a double-acting
273
-------
cylinder operator with positioner which allows full control
of the 30.48 cm (12") Throttling Valve. Adjustment of the
backwash water flow rate can be determined by the plant
operator for the bed expansion desired. The backwash rate
should ensure fluidization of all the media but should not
allow excessive expansion resulting in media loss. Optimum
expansion will vary with type of floc and penetration of
the floc into the media.
Filter Waste Sump
The backwash wastewater flows from the filter wash water
channel into the plant waste sump for disposal. (See Sec-
tion X~ Filter Waste Sump).
INDICATING LIGHTS, AL.ARMS
Indicatin~ Li~ts
1. Switchboard #4
Status
Backwash pump
Circuit Breaker
Starter CLOSED
Color
CLOSED
Amber
Green
Amber
Green
2. Metering and Control Panel
Status Color
Filter Wastewater Valve OPEN Blue
Filter Wastewater Valve CLOSED Green
Filter Effluent Valve OPEN Blue
Filter Effluent Valve CLOSED Green
Backwash Throttling Valve OPEN Blue
Backwash Throttling Valve CLOSED Green
Backwash Sequence ON Blue
Surface Wash Water Pump
Circuit Breaker CLOSED
Starter CLOSED
274
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Alarms
1.
Shutdown Alarm Panel
Alarm Condition
High Filter
Water Level
Activator
HWL Probe
Location
Dual Media
Filter
Indicator
Plant Alarm
Shutdown
OPERATING PROBLEMS .AliJI) SOLUTIONS
High Filter Effluent Turbidities
1. Indicator:
High turbidity readings (greater
on chart recorder (green pen).
than 5 JTU)
2.
Monitoring, Analysis, and/or Inspection.
a. Check turbidimeter reading.
b. Check for algae infiltration of filter
c. Inspect filter influent turbidities.
media.
3.
Corrective Measures:
a. Backwash filter more often.
b. If euglena algae is present in
increase prechlorination dose.
c. Decrease influent flow.
large numbers,
275
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SECTION VIII
CHLORINATION SYSTEM
GENERAL
The chlorination system is provided to prevent the spread
of waterborne diseases by means of chemically treating the
plant effluent to kill pathogenic organisms which spread
disease. The staff of the Lahontan Regional Water QQality
Control Board submitted the following in the course of their
investigation for waste discharge requirements.
..."Following the tertiary treatment processes the final
effluent will be chlorinated. This chlorination is
expected to provide satisfactory destruction of virus
and pathogenic organisms"...
OPERATION
The chlorination system consists of chlorine unloading and
storage facilities, two chlorinators, a residual analyzer,
and other piping and equipment. Most of the equipment is
located in the south portion of the Control Building. Chlor-
ine lines run from the chlorine room to the effluent. pumping
plant and to the pipe gallery where one line chlorinates the
influent and another line chlorinates the filter effluent.
These two lines in the pipe gallery are interconnected so
that one line can feed both systems. The final effluent
chlorination line is held in reserve as a standby.
Safety Precautions for Chlorine Handling
While chlorine is no more dangerous than many of the chemi-
cals being used in a modern wastewater treatment plant,
certain procedures and precautions must be strictly adhered
to in the handling of liquid and gaseous chlorine. Person-
nel handling chlorine must remember that chlorine is an
276
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extremely active chemical element and is toxic even in
small concentrations. It is 2-1/2 times as heavy as air
and is distinguished by a greenish-yellow color. It has a
disagreeable, sharp, penetrating odor. Dry chlorine, at
ambient temperatures, does not corrode steel or other
common metals, however, in the presence of moisture it is
highly corrosive and requires special construction mater-
ials for handling. Due to its combining with moisture in
the respiratory tract it is a powerful respiratory irritant.
In sufficient concentrations, chlorine will damage mucous
membranes, the respiratory system, and skin tissue. Chlor-
ine can be detected by its characteristic odor in concentra-
tions as low as 3.5 parts per million (ppm). Even a 1 ppm
concentration may produce slight irritation after several
hours of exposure. High concentrations from 15-40 ppm
promotes eye irritation and hampers the breathing process
and concentrations up to 60 ppm present a health danger.
A chlorine concentration of 1000 ppm will cause death after
a few breaths.
When working on the chlorination system, the following pre-
cautions should be taken:
1 .
A standby operator should always be in attendance
when loading or unloading chlorine cylinders.
An approved cannister type gas mask and an air
mask with a self-contained air supply are stored
in the Control Room, adjacent to the chlorine room.
The self-contained air supply breathing apparatus
shall be placed a safe distance upwind of the
Chlorine Room when loading or unloading chlorine
cylinders. The apparatus will be open and in a
ready to use condition. This will be done prior
to unloading or service operations.
2.
277
-------
3.
Always look throu~h window on Chlorine Room door
before enterin~. See if there are signs of chlor-
ine gas in the room. If the room appears clear,
open the door, enter, and proceed to step 4.
If the room appears contaminated, don the self-
contained breathing apparatus, enter room
carefully, and ventilate the room.
4.
Open ALL windows, doors, and vents in the chlorine
storage area.
r
7.
Make sure the exhaust fan is running.
6.
Check shower and eye bath on southwest corner of
Control Building to see if operating properly.
7.
The operator who will work on the chlorine system
must be wearing the cannister type chlorine service
gas mask. The standby operator shall at all times
be in full view of the operator makin~ or breakin~
pipe connections.
8.
Bleed all lines of chlorine gas before servicing
the unit connected to the lines.
9.
In any case of difficulty or when a chlorine leak
occurs, the standby operator shall immediately don
the self-contained breathing unit and replace the
operator making the connections.
Detection and Elimination of Chlorine Leaks
When a chlorine leak is suspected, the operator shall put
on a self-contained breathing unit and investigate immedi-
ately. All other personnel must be evacuated from the
immediate area of the Chlorine Room.
278
-------
Remember chlorine is 2-1/2
travel with the prevailing
spots. Keep to the UPWIND
times heavier than air and will
wind and will accumulate in low
side of the chlorine leak.
To find a leak, hold a small plastic bottle filled with
commercial ammonia under the suspected area and squeeze the
bottle gently. In the presence of a chlorine leak a dense
white cloud will be formed. DO NOT POUR AMMONIA SOLUTION
ON VALVES OR PIPING. If a leak is found, shut off the chlo-
rine valves on both sides of the leak.
2.
Leaks around valve stems can usually be stopped by
tightening the valve stem packing.
Leaks at flexible connectors: After the residual
chlorine has been exhausted, tighten connecting
flanges and/or replace the flange gaskets.
1.
3.
Leaks in pipe: After residual chlorine has been
exhausted, replace the defective piping. DO NOT
ATTEMPT TO REPAIR PIPING BY WELDING--CHLORINE AND
STEEL PIPE WILL "BURN" WHEN HEATED TO 2600C (5000F).
First Aid
If chlorine liquid comes in contact with any part of the
body it will cause a chemical burn. Flush affected area
with water from the deluge shower or eye bath and remove
contaminated clothing while under shower. If exposure is
serious, call the Fire Department Rescue Squad immediately-
If not so extensive, see a physician as soon as possible.
Exposure to chlorine gas will most likely affect the res-
piratory tract of the person. Therefore, the person's
face should be deluged with water immediately to remove
residual chlorine on it. The affected person should be
taken from the gas area and kept as quiet as possible.
279
-------
Rest is essential. A physician
be called immediately. Serious
not apparent right away.
and the Rescue Squad should
effects may be delayed and
In mild cases of throat irritation
will give relief. Ephinephrine or
relief shortly after exposure when
from bronchial spasms. Peppermint
relief.
from chlorine gas, milk
ephedrine will give
the distress is mainly
candy can also help give
Chlorine Storage
It is strongly recommended that the operator study the sec-
tion on chlorine handling in the Chlorine Manual, Chlorine
Institute and Fischer & Porter's booklet "Handling Chlorine
Liquid and Gas from Container to Dispenser", which is inclu-
ded in the instruction book for the chlorination equipment.
The two 1-ton cylinders and three standby 68.1 kg (150 Ibs)
cylinders of chlorine should be handled and stored with care.
The exchange of a full ton-cylinder on a truck or in the
storage area with an empty cylinder should be performed with
care. The following procedures should be performed:
1. Open all windows and doors to ensure maximum
ventilation and escape route accessibility.
2.
Check safety equipment availability and operation.
3.
Disconnect ton-cylinder from chlorine system.
4.
To replace empty cylinder with ton-cylinder held
in storage:
a.
Using monorail crane and container grab, lift
empty cylinder over full cylinder and set down
on wooden rails next to it.
280
-------
5.
NOTE:
b.
Now lift cylinder so that it clears the rails,
move into position, and lower into place on
blocks.
c.
Roll or lift empty container into position
evacuated by full container.
To replace empty cylinder with a full container
from a truck:
a.
Leave operating cylinder on line.
b.
Park truck at entrance to chlorine room.
c.
Unload full container from truck utilizing
truck tailgate lift.
d.
Lift empty container over new cylinder and load
onto truck.
e.
Now lift full container carefully, move into
position, and lower into position vacated by
empty cylinder.
Try to minimize lifting height of full contain-
ers. Dropping of the pressurized cylinder could
break the casing, thereby creating an extremely
hazardous situation.
Automatic Switchover
The two chlorine pressure regulators located on the north
wall of the chlorine storage room, together with their
piping and valves form an automatic switchover system. This
system will, if properly set up, empty a ton container and
automatically switch to the three standby 68.1 Kg (150 lb)
cylinders. These standby cylinders would then supply the
chlorination system until a full ton-cylinder is put on line.
T~e upper regulator is set to maintain a downstream preEsure
281
-------
of 2.81 kg/cm2 (40 psig), whereas the lower regulator is
set to maintain a downstream pressure of 2.11 kg/cm2
(30 psig) and will remain closed at 2.81 kg/cm2 (40 psig).
The operating container will discharge through the 2.81
kg/cm2 (40 psig) regulator maintaining this downstream pres-
sure until it empties. At this time, the pressure will drop
and as it falls below 2.11 kg/cm2 (30 psig), the lower
pressure regulator will open and the standby cylinders will
discharge to the system. When a new full ton cylinder is
put on line, the standby containers automatically shut off
and the ton cylinder takes over and feeds through the
2.81 kg/cm2 (40 psig) regulator.
There are two pressure switches located downstream of the
regulators. One switch will indicate on the Metering and
Control Panel that the standby chlorine supply is being
used. The other mercoid pressure switch will cause a shut-
down alarm if the chlorine pressure drops below a pre-set
minimum level, 1.41 kg/cm2 (20 psig). This alarm can only
be shut off by installing a full cylinder on line, increas-
ing the line pressure.
Chlorinators
Two 'Fischer and Porter Series 70-3660 Solution feed gas
dispensers are used to feed gas at a manually controlled
rate to the ejector water supply. One chlorinator feeds the
prechlorination line to the plant influent and the other
chlorinator feeds the filter effluent or final effluent
chlorination lines, whichever is in service. This chlorina-
tion system is capable of supplying 45.40 kg (100 lbs) of
chlorine gas per day.
The potable water supply feeding the chlorinators is connec-
ted to a mercoid switch and solenoid valve. This solenoid
valve shuts off the chlorination system during backwashes
282
-------
and plant alarm shutdowns. The mercoid switch shuts down
the plant if the water pressure drops below an adjusted
lower limit.
Residual Chlorine Analyzer
A residual chlorine analyzer located in the Control Room,
monitors the chlorine residual in the final effluent leav-
ing the plant and records the values obtained on a chart
recorder in the Metering and Control Panel.
Chlorine Contact Chamber
The chlorine contact chamber provides a detention time of
8-10 hours at design flow. This chamber is fed by a 30.48cm
(12") line discharging at the bottom of the east end of the
tank. Washwater is supplied to the tertiary plant through
a 35.56 cm (14") pipe whose inlet is near the northwest
corner of the chamber. Probes in the Effluent Pump wetwell
control high and low water levels in the contact chamber.
A 45.7 cm (18") pipe near the bottom of the chamber on the
west face is used to transfer chlorinated water to the wet
well of the~fluent pumping station. There is a drain sump
at the bottom of the northwest corner which is used to de-
water the chamber. Water from this sump goes directly to
the influent wetwell for the District 14 plant. This drain
sump is also used to dispose of water which does not meet
the effluent quality criteria.
INDICATING LIGHTS, ALARMS
Indicatin~ Li~hts
Status
Standby Chlorine on line
Chlorinator OFF
HWL In Chlorine Contact Chamber
Chlorine Cylinders Empty
Low Chlorine Residual
Color
Red
Red
Red
Red
Red
283
Location
M & C Panel
M & C Panel
Shutdown Alarm
Shutdown Alarm
Shutdown Alarm
Panel
Panel
Panel
-------
Shutdown Alarms
Alarm Condition
Actuator
Location
Low Chlorine Line
Pressure
2 Mercoid Switches
Chlorine Room
Low Chlorine Residual
Contact on Residual
Recorder
M & C Panel
HWL in Chlorine
Contact Chamber
HWL Probe
Contact
Chamber
OPERATING PROBLEMS .AND SOLUTIONS
This section covers some of the more common operating prob-
lems which may occur periodically and prevent the chlorina-
tion system from operating in a normal fashion. When a
problem occurs which reduces the quality of tertiary plant
effluent, the facility should be shut down until repairs are
made or until a backup system is put on line.
Insufficient Chlorinator Gas Pressure
1.
Indicators:
a. Chlorine pressure gauge at chlorinator is
reading too low.
b. Chlorine supply lines from containers are
either very cold or are icing.
c. There is icing or considerable cooling at one
point in the chlorine header system between
the container and the chlorinator.
2.
Monitoring, Analysis, and/or Inspection:
a. Reduce feed rate on chlorinator to one-tenth
the rotometer capacity.
b. If icing condition or cooling effect does not
disappear, mark the point where cooling begins
and secure the chlorine supply system at the
containers, but let the chlorinator continue
to operate.
284
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3.
Corrective Measures:
a.
When chlorine gas pressure at the chlorinator
reaches zero and with chlorinator still operat-
ing, disconnect flexible connection to the
primary chlorine feed container. (This will
allow chlorinator to evacuate residual
~hlorine in header system by replacing with
air.)
Disassemble chlorine header system at
where cooling began. A stoppage or a
restriction will be found, at or near
point.
After the stoppage has been found, it can be
cleaned with a solvent such as tri-chlorethy-
lene.
b.
point
flow
this
c.
d.
For a massive buildup in the piping system,
the pickling process should be used. This
consists of isolating the header system by
disconnecting it from both the feed cylinder
and the chlorinators, and flushing with cold
water until the water coming out is clear, the
header then has to be dried with steam or hot
air and final air drying to a dew point of
-40oC (-40oF).
No Chlorine Gas Pressure With an Apparently Full Chlorine
Container
1. Indicators:
Chlorinator gas pressure gauge is at zero, inlet
valve is open, all valves, beginning with the
chlorine container valve to the chlorinator are
open.
2.
Monitoring, Analysis, and/or Inspection:
a. If normal chlorine pressure appears at the
285
-------
chlorinator, secure the main chlorine container
valves and open all windows, and doors to
ensure maximum ventilation.
b.
and gingerly
joint to release
c.
Put on the cannister gas mask
break one flexible connection
the gas in the header system.
Place a bottle of ammonia on the floor near the
floor near the connection to be broken and when
a white vapor appears, leave the area as
quickly as possible and return only when the
vapor disappears.
Repair the reducing valve which is probably
plugged from the inherent impurities in chlor-
ine gas.
d.
3.
Corrective Measures:
Check the external chlorine pressure reducing valve
downstream from the chlorine container.
No Chlorine Fed with All Systems Appearing Normal
1 .
Indicators:
a. Chlorinator feed rate indicator shows little
or no indication of chlorine flow when chlorine
control valve is moved from closed to wide open
position.
The chlorine pressure gauge in the chlorinator
is normal, but the injector vacuum gauge shows
an abnormally high vacuum.
b.
2.
Monitoring, Analysis, and/or Inspection:
Check for an obstruction in the chlorine gas line
near or at the inlet cartridge of the chlorine
pressure reducing valve inside the chlorinator by
shutting off the chlorine supply at the chlorinator.
Chlorine pressure gauge remains the same or moves
286
-------
3.
downward in pressure at a very slow rate, i.e., one
division per five minutes.
Corrective Measures:
a.
Shut off chlorine supply at the container and
try to let the chlorinator drain off all the
chlorine gas pressure in the chlorine supply
line.
b.
If this cannot be done, make sure the chlorine
cylinder is secure, provide maximum ventila-
tion to the chlorine room, put on a gas mask,
and break a connection in the chlorine supply
header.
When the gas has sufficiently cleared itself
from the working area, disassemble the chlori-
nator pressure reducing valve to remove inlet
cartridge and clean stem and seat with a soft
cloth.
If this situation occurs regularly during hot
weather, the source of the trouble usually is
a result of the chlorine cylinders being hotter
than the chlorine control apparatus.
Inspect cylinder area to see if anything can
be done to make the area cooler.
Do not connect a new cylinder if it has been
allowed to sit in the sun.
c.
d.
e.
f.
Chlorine Gas Leakin~ from Vent Line
1. Indicators:
a. There is
b. Chlorine
c. Chlorine
injector
no visible indication of a malfunction.
escaping from CPRV vent line.
gas pressure, chlorine feed rate, and
vacuum are all normal.
287
-------
2.
Monitoring, Analysis, and/or Inspection:
Confirm leak by placing ammonia bottle near the
termination of the CPRV vent line.
3.
Corrective Measures:
a.
The symptom described indicates that the main
diaphragm of the CPRV has been ruptured.
Remove the external CPRV after evacuating
header system, disassemble valve and replace
diaphragm.
Inspect the ruptured diaphragm to see if fail-
ure is from corrosion, improper assembly, or
just fatigue from length of service.
Consult manufacturer for expert opinion.
If failure is from corrosion the chlorine
supply system should be inspected for moisture
intrusion.
b.
c.
d.
e.
Inability to Obtain Proper Feed Rate from Chlorinator
1. Indicators:
a. With chlorinator in manual control and the
chlorine control valve is manipulated to vary
the feed rate, the change of feed rate response
seems sluggish and chlorinator will not achieve
maximum feed rate.
b. The injector vacuum reading is borderline, and
when feed rate is reduced the injector vacuum
does not increase appreciably.
Monitoring, Analysis, and/or Inspection:
a. Check the chlorinator vent system for a small
vacuum leak in the chlorine control apparatus
by disconnecting the vent line at the chlorina-
tor and while observing the chlorinator opera-
tion (feed rate and injector vacuum), place a
hand over a vent connection to the vacuum
2.
288
-------
3.
b.
relief device on the chlorinator. If this
action produces more injector vacuum and more
chlorine feed rate, it signifies that air is
entering the chlorinator via this mechanism
(vacuum relief device) due to weak springs
from normal metal fatigue.
Moisten all joints to a vacuum with ammonia
solution or put paper impregnated with ortha-
tolidine at each of these joints. With the
chlorinator operating at maximum feed rate,
close the injector discharge line as rapidly
as possible. If there is a vacuum leak in
the chlorinator system it will be detected by
either the ammonia or the paper.
Corrective Measures:
a.
If the vacuum leak is in the vacuum relief
device, disassemble mechanism and replace all
springs.
Repair all other vacuum leaks by tightening a
joint, replacing gaskets, tubing, and/or
compression nuts.
b.
Insufficient Feed to Produce Proper
1. Indicators:
The chlorine residual chart
ing the day of insufficient
2.
3.
Chlorine Residual
will show periods dur-
chlorine residual.
Monitoring, Analysis, and/or Inspection:
a. By manual control test the chlorinator to see
if it will pull maximum feed rate.
b. Determine if solids have settled to the bottom
of the contact chamber.
Corrective Measures:
a. If needed, clean the chlorine contact chamber.
289
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SECTION IX
EFFLUENT PUI'1P STATION
GENERAL
The purpose of this station is to pump product water from
the tertiary plant to the Apollo Park recreational area.
OPERATION
Chlorine contact chamber water flows into the pump wetwell
at the west end of the chamber through a 45.72 cm (18") pipe
and slide gate. One of the two effluent pumps is used to
draw water from the wetwell and pump tertiary plant effluent
about 7.24 Km (4}f mi) through a 30.48 cm (12") force main to
the recreational lakes. A sample line connection and chlo-
rine injection point are located just downstream from the
~~e joint used to discharge effluent flows from each pump
into a common 20.32 cm (8") line for ultimate discharge
into the 12" force main.
Effluent Pump #1 is a Peerless, 2-stage, vertical turbine,
water lubricated pump capable of pumping 23.66 l/sec (375
gpm or 0.54 mgd) at a total head of 18.3 m (60 ft). Efflu-
ent Pump #2 is a Peerless, 2-stage, vertical turbine, water
lubricated pump capable of pumping 47-30 l/sec (750 gpm or
1.1 mgd) at a total head of 25.9 m (85 ft).
Pump ~l was installed to handle Stage I flows and Pump #2
to handle the increased flows of Stage II expansion. The
units are controlled so that only one of the pumps can
operate under the automatic circuit at any given time. The
second pump can be operated in addition to the first pump,
but only under maDual control.
Startup Procedure for Effluent Pump #1:
1. Slide gate at wet sump must be open to allow
chlorine contact pond water to enter the wet well.
290
-------
CAUTION:
EFFLUENT Pill1PS l"IUST NOT BE OPERATED
WHEN Sill1P IS DRY I
2.
Open 20.32 cm (8") gate valve between Pump #1 and
the wye junction.
Starter Switch must be ON.
3.
4.
Circuit Breaker must be CLOSED.
5.
Set automatic pump selector on switchboard panel
in Control Room to Effluent Pump #1 or Pump #2.
Turn H-O-A Switch to AUTO.
6.
To start control for the operating pump is a Probe in the
wet well chamber and the stop control is the LWL Probe.
INDICATING LIGHTS, ALARMS
Indicating Lights
1. Electrical Switchboard
Status
Pumps 1 and 2
Circuit Breaker
Color
CLOSED
Amber
Green
Starter CLOSED
Shutdown Alarm
Activator
HWL in pump wet well
Alarm
Red
291
-------
SECTION X
FILTER WASTE SUMP
GENERAL
The primary purpose for this sump is to serve as a surge
chamber for the filter backwash water. It also receives
the alum sludge waste from the sedimentation tank hopper.
The sump is concrete lined and has a capacity of 94.6 m3
(25,000 gallons).
OPERATION
The sump and connecting piping serve as a gravity drain
which meters the flow to the influent pump wet well of the
District 14 Primary Plant.
292
-------
SECTION XI
PIPE GALLERY SUMP
GENERAL
The pipe gallery sump collects drainage from the sampling
lines and from the pipe gallery floor.
OPERATION
Wastewater from the pipe gallery drains into the sump. W~en
the liquid level in this sump reaches a predetermined eleva-
tion, the Probe activates the sump pump which discharges
gallery wastewater to the plant waste sump. A LWL Probe
shuts the pump off. To put the sump pump on line, the fol-
lowing procedure must be performed:
1.
2.
Turn Starter switch on SWBD #4 to ON.
CLOSE Circuit Breaker.
3.
Turn H-O-A switch in pipe gallery to AUTO.
INDICATING LIGHTS,
Indicatin~ Li~hts
Status
Circuit Breaker CLOSED
.ALARl'1S
Color
Amber
Starter CLOSED
Green
Alarms - Plant Shutdown
HWL in gallery sump
Red
293
-------
SECTION XII
INSTRUMENT AIR COl'1PRESSOR
GENERAL
The air from this compressor unit operates pneumatic valves
and instrument recorders.
OPERATION
The compressor is a Bell and Gossett "Oil-less" unit :mounted
on a 60-gallon air tank and is equipped with an air dryer
unit. The air supply which operates the following units is
normally maintained at 6.33-7~38 kg/cm2 (90-105 psig).
1.
2.
Filter Backwash Throttling Valve.
Filter Effluent V~lve.
3.
4.
Filter Wastewater Valve.
Turbidity, pH, and Filter Headloss Chart Recorders.
5.
Alum Manometer.
Startup for Air Compressor:
1.
2.
CLOSE Circuit Breaker on SWBD #4.
Turn starter switch to ON.
3.
Turn H-O-A switch in pipe gallery to AUTQ.
INDICATn~G LIGHTS
Status
Circuit Breaker CLOSED
Color
.AI!Jber
Green
Starter CLOSED
294
-------
SECTION XIII
INSTRUMENTATION
GENERAL
This instrumentation system includes the Metering and
Control Panel, the Shutdown Alarm Panel, Electrical Switch-
board, and various field mounted meters and controls. These
systems monitor and/or control plant operations.
OPERATION
Instrumentation for the tertiary treatment plant can be
divided into three sections: (1) Indicating and Recording
Instruments, (2) Controls on Individual Equipment; and
(3) Shutdown Alarm Panel System. These three sections are
shown in tabular form in Tables 4, 5, and 6 (Pgs 37-41) and
summarized as follQws:
Table 4 (Indicating and Recording Instruments) lists vari-
ous instruments, their function, the primary instrument
location and type, and the indicator or recorder location.
Table 5 (Controls on Individual Equipment) shows, in tabu-
lar form the various units in the tertiary process, the type
of switch used, start and stop controls, and start-up
interlocks.
Table 6 (Shutdown Alarm Panel) summarizes the alarms and
sensing instruments which control automatic plant shutdown.
When an alarm is sounded, a red light on the Shutdown Alarm
Panel indicates, and the alarm horn sounds outside the
Control Building. The alarms can be silenced by depressing
the warning light switch. The red light will continue to
glow, however, until the alarm condition is corrected. 1]ith
the exception of the Low Chlorine Supply Pressure Alarm, the
shutdown alarms can be locked-out of the system to eliminate
295
-------
the nuisance of audible alarms during maintenance or plant
startup.
System operates the plant
the following three majo~
The Plant Control and Alarm
automatically by performing
operations:
1. Normal Operation - Plant is producing treated
water.
2.
Backwash Operatio~ - Filter bed is being back-
washed.
3.
Plant Shutdown Operation - manual shutdown or
automatic alarm shutdown.
The following is a description of these three operations:
Normal Operation
The plant is producing treated water.
Backwash Operation
The filter bed backwash is initiated by one of the following
controls:
1.
2.
High turbidity contact on effluent turbidity meter.
High water level contact on filter water level
recorder.
3.
Manual initiation.
Filter backwash proceeds as follows:
Stage I
1. Influent pump STOPS.
2.
AI um diaphragm pump STOPS.
Sludge pump STOPS.
3.
4.
Chlorinator solenoid valve CLOSES.
5.
Filter effluent valve CLOSES.
296
-------
10.
11.
12.
13.
14.
6.
Filter waste water valve OPENS.
7.
Time delay (adjustable to allow excess water in
the filter to drain out).
Stage II
8. Surface wash water pump STP~TS.
9.
Backwash throttling valve OPENS.
Backwash pump STARTS
Surface washwater pump STOPS.
Backwash pump STOPS.
Backwash throttling valve CLOSES.
Filter wastewater valve CLOSES.
Process then returns to Normal Operation as follows:
1. Filter effluent valve OPENS.
2. Influent pump STARTS.
3.
Al um diaphragm pump STARTS.
Sludge pump STARTS.
4.
5.
Chlorinator solenoid valve OPENS.
Plant Shutdown
Either manual or automatic alarm shutdown proceeds as
follows:
1. Influent pump STOPS.
2. Alum diaphragm pump STOPS.
3. Sludge pump STOPS.
4. Chlorinator solenoid valve CLOSES.
297
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Special
1.
Conditions Governin~ Operational Sequences
Each time the I}mLUENT PUMP STARTS, a timer LOCKS-
OUT the high turbidity backwash initiating control
signal for an adjustable time period (0-30 Min.).
2.
If a plant alarm occurs DURING the backwash cycle,
the plant will complete its backwash cycle before
shutting down.
The Backwash Pump and Influent Pumps run ALTER-
NATELY, except after plant shutdown when an elect-
rical interlock relay returns to the "Backwash"
position. Automatic startup of the Influent Pump
cannot occur until this interlocking relay is
manually reset to the Influent Pump position.
(This interlock can also be reset to the Influent
Pump position by manually turning the main Back-
wash Pump H-O-A switch to the HAND position momen-
tariljt)
3.
4.
The Influent Pump WILL NOT RUN automatically unless
the following conditions are satisfied:
a. Filter Wastewater and Backwash Throttling
Valves must be CLOSED.
b. Filter Effluent Valves must be OPEN.
5.
The Sludge and Alum Pumps will NOT RUN auto~ati-
cally and the Chlorinator Solenoid Valve will NOT
OPERATE unless the Influent Pump is RUNNING.
The Backwash Pump WILL NOT RUN automatically unless
the following conditions are ~et:
a. Filter wastewater and Backwash Throttling
6.
b.
Valves must be OPEN.
Filter Effluent Valve must be CLOSED.
298
-------
SECTION XIV
SAMPLE COLLECTION AND LAB ANALYSIS
GENERAL
The Tertiary Plant is equipped with instrumentation which
constantly monitors and records the treatment plant opera-
tions. This instrumentation system controls the plant and
is programed to automatically shut down the entire tertiary
treatment plant if the treated water does not meet the re-
quired quality standards. Even though the instruments
performing these monitoring and control functions are highly
reliable their performance must be checked by analyzing con-
current samples. The plant operator also does routine sam-
pling and laboratory analysis for other constituents, includ-
ing phosphate and suspended solids which are not monitored
by the instrumentation system.
SAMPLING AND TESTING
The plant operator is encouraged to read Standard Methods
for the Examination of Water and Waste Water for a better
understanding of the laboratory tests listed below:
Total Phosphates
Suspended Solids
Chlorine Residual
pH
Ammonia Nitrogen
The recommended laboratory procedures for performing these
tests are summarized on the following pages.
299
-------
~otal Phosphate Dipsestion Procedure
1. All glassware must be washed with hot dilute HCI
and rinsed with d.istilled water prior to use.
2.
Place 100 ml or a suitable aliquot of sample di-
luted to 100 ml in a 125 ml erlenmeyer flask.
3.
Add one drop of phenolphthalein
by discharging the red coler if
sulfuric acid soln.
Neutralize
soln.
necessary with
4-.
Add 1 ml sulfuric acid soln in excess.
5.
Add 15 ml potassium persulfate soln.
daily. )
(Make fresh
6.
Boil gelitly for 90 minutes adding distilled water
to keep the volume between 25 and 50 mI.
Cool and add one drop of phenolphthe.lein soln, then
neutralize to faint pink color with sodium hydrox-
7.
ide soln.
8.
Restore the volume to 100 ml with distilled water.
9.
PI'oceed with Stannous Chloride Method for low
phosphates, or with the Vanadomolybdophosphoric
Acid Method for high phosphates. Start at step
No.4.
Reagents:
Phenolphthalein Indicator Solution - Dissolve 5 g
phenolphthalein in 500 ml 95% isopropyl alcohel
and add 500 reI distill~d water.
Sulfuric. Acid Solution - Carefully add 300 ml conc.
H2S04 to 600 illl of distilled water and dilute to
1 liter with distilled water.
Potassi um Pe::,sulfate Sollltio:n - Dissolve 5 g of
potassium persulfate in 100 ml of water.
300
-------
Sodium Hydroxide Solution - Dissolve 40g of sodium
hydroxide and dilute to 1 liter with distilled H20
Ref. p. 526, 13th ed. Standard Methods
Hi~h Phosphate Determination
Vanadomolybdophosphoric Acid Method
1.
For total phosphate determination go through pre-
liminary digestion procedure. For ortho-phosphate
determination proceed as follows:
All glassware must be washed with hot dilute HCl
and rinsed with distilled water prio~ to use.
2.
3.
If pH is less than 4, dilute 40 ml of sample to
100 mI. If pH is greater than 10 add 1 drop
phenlphtolein sol."'J.tion to 50 ml sample and dis-
charge color with concentrated HCI, then dilute to
100 ml.
4.
Pipet 35 ml or suitable aliquot into a 50 ml
volumetric flask.
5.
Add 10 ml vanadate-reagent and dilute to mark with
distilled water.
6.
Read at 400 ~ after 10 minutes.
Reagents:
Vanadate-reagent
Solution A. Dissolve 25g
400 ml distilled water.
ammonium molybdate in
Solution B. Dissolve 1.25 g ammonium meta vana-
date by heating to boiling in 300 ml distilled
water, and letting it boil down to 200 mI. Cool
and add 330 ml ECL concentrate.
301
-------
When cool pour solution A into solution B and
dilute to 1 liter.
Low Phosphate Determination
Stannous Chloride Method
1. For total phosphate determination go through pre-
liminary digestion procedure. For ortho-phosphate
determination proceed as follows:
2.
All glassware must be washed with hot dilute HCI
and rinsed with distilled water prior to use.
A
..;.
Add 1 drop of phenolphtholein solution to a 100 ml
sample or aliquot diluted to 100 mI. Neutralize
by discharging the red color with strong acid solu-
tion. If more than five drops are needed take a
smaller aliquot and dilute to 100 ml, after first
discharging the pink color.
lj- .
To the 100 ml sample add 4.0 ml molybdate
and mix (be sure reagents and samples are
temperature) .
reagent
the same
5.
Add 0.5 ml (10 drops) stannous chloride reagent and
mix.
6.
After 10 minutes and before 12 minutes measure
photometrically at 690 mu.
Reagents
Strong Acid Solution - Slowly add 300 ml concentra-
ted H2S04 to 600 ml distilled water. When cool add
4.0 ml concentrated HN03 and dilute to 1 liter.
Ammonium Molybdate Reagent Dissolve 25 g ammonium
molybdate (NH4)6 - M07 024 . 4H20 in 175 ml
302
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d.istilled i'later. Cautiously add 280 ml concen-
trated H2S04 to fWO ml distilled water, cool and
&dd the molybdate solution and dilute to 1 liter.
Stannous Chloride Reagent - Dissolve 2.5g of fresh
stannous chloride (SnC12 . 2H20) in 100 ml glycer-
ol. Heat in a water bath and stir with glass rod
to hasten dissolution.
Ref. pp 530-532 - 13th ed. Standard Methods
Suspended Solids Tests
1. Pour a well TIixed aliquot of sample into
ate, allowing for settling, depending on
sample.
10.
a gradu-
type of
2.
Place dried-washed, pre-weighed filter on filter-
holder.
3.
Pour sample on filter. (Amolmt of sample depends
on type of sample, i.e. raw, primary and secondary)
4.
Turn on vacuUI!1.
5.
Rince graduated cylinder with distilled water and
pour on filter, after all sample has been poured.
Rinse down sides of holder with distilled water.
6.
7.
Remove filter holder contai.ning suspended solids
carefully.
8.
Place filter in petri dish, allow to all' dry for
15 -. 20 mins.
a
./.
Place filter, uncovered, in oven (1030C) for one
hour.
Remove :p etri
d.l812 vIi tl:
S.S. from oven, cover and
weigh ii:i.t:nin 1/2 heur.
303
-------
Note:
All millipore filters should be distilled,
washed, dried for 30 - 40 min. and kept in
desication until weighed.
Chlorine Residual - (Back Titration)
Iodometric
1.
Pipet 5 ml phenylarsine oxide solution, 0.00564N.
into 500 ml erlenmeyer flask.
Add 4 ml pH 4.0 (Acetate buffer solution).
2.
3.
Add @ 1 gm potassium iodide crystals to flask.
Pipet 200 ml sample into flask.
4.
5.
6.
Start mixing with magnetic stir.
Add @ 1 ml starch solution.
7.
Titrate with iodine, 0.0282 N. to first appearance
of blue color which persists after complete mixing.
Reagents:
1. Standard Iodine Solution, 0.1N:
a. Dissolve 40 gm KI in 25 ml distilled water, add
13 g resublimed iodine, and stir until dissolved.
b. Transfer to 1-liter volumetric flask and dilute
to mark.
2.
Standard Ioaine Titrant, 0.0282 ~:
a. Dissolve 25 g KI in distilled water in a
1-liter volumetric flask.
b. Add the proper amount of 0.1 N iodine (282 ml/
liter) solution exactly standardized to yield a
0.0282 N solution and dilute to 1-liter.
c. Store in ambe~ bottles or in the dark, and
keeping it frolli all contact with rubber.
304
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3.
Acetate Buffer Solution, pH 4.0:
a. Dissolve ;jLi-6 g anydrous NaC2H302 . 3 H20 in
400 ml distilled water, add 480 g Concentrated
acetate acid, and dilute to 1-liter with dis-
tilled water.
4.
Starch Solution:
S8e Standard Method, pp. 377-
Calculation:
mg/l Cl = i~-5B) x 200
C = Sample size
OR
5 - (5 x titration) = Cl
A = ml 0.00564 N reagent
B = ml 0.0282 N I. and C = ml sample.
See Standard Method, pp. 377.
pH Value:
The practical pH scale extends
very alkaline, with the middle
from 0, very acidic to 14,
value (pH 7) at 250C.
1 .
Adjust pH meter to 7.0 with standard buffer. Set
temperature control at ambient temperature. If
solution is not on cold, aajust the temperature
accordingly.
2.
Pour a thoroughly mixed sample into a small beaker.
3.
Remove electrodes from distilled water, and wlpe
with soft tissue.
4.
Carefully immerge electrodes into sample, mlx,
read and turn off.
305
-------
5.
Remove electrodes from sample. Remove any film
from electrode with proper solvent or a mild deter-
gent, using soft tissue and being careful to wipe
away all the film. Rinse again with distilled
water.
6.
Always keep both electrodes immersed in distilled
water when not in use.
See Standard Methods, pp. 422
Ammonia Ni t;I'ogen (11JIA)
../
iDistillation r-lethod - MOdified)
1. Place 100 ml of raw sewage
a 650 ml Kjeldahl flask.
or 200 ml effluent into
2.
Add 25 ml of phosphate buffer (pH @ 7.4).
3.
Add 2 boiling chips and pinch of 'Fishers' bath wax
to prevent from boiling over.
Dilute to 400 mls (For samples containing more than
250 mg/l calcium, add 40 ml of buffer first, then
adjust pH to 7.4 with acid or base).
4.
5.
Place a 500 ml Erlenmeyer flask containing 50 ml of
boric-acid solution indicator at the receiving end
of condenser. The tip should extend below the sur-
face of the indicator.
6.
Connect the Kjeldahl flask to the apparatus.
7.
~Urn on cooling water. Set desired temperature;
(Be cautious to avoid overheating and foaming).
8.
Distill until 200-300 ml of distillate has been
collected.
9.
Lower receiving flask from stand to prevent loss
of s~ple. Turn off heat.
306
-------
10.
11.
Remove flask when cooled.
Titrate with 0.02
N H2S04 to a laven&er color.
Calculation:
mg/l NH3-N = ml titre x 280
sample size
Or:
Factor x Titration:
200 ml sample = 1.4 x titration
100 ml sample = 2.8 x titration
Example:
Ref:
Standard Methods, pp. 391-392, 1965 edition
1.
Preparation of Reagents:
Phosphate Buffer Solution, 0.5M:
Caution: Before adding chemicals for preparation
for solution, make certain that dilution water is
~gitating, to prevent crystallization of chemicals.
Dissolve 14.3 gm. anhydrous potassium dihydrogen
phosphate, KH2P04' and 66.8 gm anhydrous dipotas-
sium hydrogen phosphate, K2HP04' in ammonia-free
water and dilute to 1-liter, producing a pH 7.4.
Indicating Boric Acid Solution:
Dissolve 20 gm boric acid, H3B03 in water.
10 ml mixed indicator, dilute to 1-liter.
tion must be made fresh every 30 days.
2.
Add
Solu-
3.
Mixed Indicator:
Dissolve. 0.2 gm methyl medium into 100 ml of ethyl
alcohol.
Dissolve 0.2 gm methylene bl~e into 100 ml of
ethyl alcohol.
This solution must be made fresh every 30 days.
307
-------
4.
Standard Sulfuric acid titrant:
Pipet 0.6 ml cone H2S04 into 1-liter of distilled
water. Normality should be @O.0200 N. A standard
acid solution, exactly 0.0200 N, is equivalent to
1.00 mg CaC03 per 1.00 ml.
Ref:
Standard Methods, 1965 edition pp. 391-392
308
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SECTION x:v
PREVENTIVE l'1AINTENANCE
PURPOSE
A comprehensive preventive maintenance program is an essen-
tial part of plant operations. It will ensure longer and
better equipment performance than equipment that is given
little, if any, care. The following paragraphs are to be
used as guidelines in performing the required maintenance
on the plant equipment. The information about the various
units was taken from the manufacturer's manuals or other
acceptable material on equipment maintenance.
SCOPE
The information on the equipment maintenance is for preven-
tive maintenance only; routine greasing, oil changes, and
cleaning of the equipment. For major repair and/or overhaul
the manufacturers' manual should be consulted.
This section will not include work on instrumentation.
That
work is left to the instrument
and qualified for that type of
chlorination equipment is only
for good operation.
technicians, who are trained
work. The section on the
for cleaning that is required
If any questions arise concerning t4e equipment, the manu~
facturers' manuals should be consulted.
A list of oil and grease is attached at the end of this
section.
PREVENTIVE l'1AINTENANCE LOG
Any work that is done to a piece of equipment should be
logged in the log book for that unit. The date, work done,
part numbers, any parts replaced, and initials of the indi-
vidual doing the work should be entered.
309
-------
Pill1PS
This section includes all pumps in the plant and their
related equipment. If special attention is required on a
specific unit at a prescribed maintenance interval, that
unit will be named Influent Pump, etc., otherwise, it will
fall into the general pump category.
Grease and Oil
The proper grade of grease or oil is a necessity. If it is
too thin or thick it will impede proper functioning of
bearings and gears. See attached list of grease and oil.
The drain, or relief, plug should be removed during greasing
of bearings or couplings. This allows the old grease to be
removed and relieves excessive pressure built up inside the
bearing. This plug should be left out for approximately 10
minutes. If there is no drain plug the lubrication fitting
should be removed to relieve internal pressure on the bear-
ing. More damage is done to bearings by overgreasing than
under greasing.
Packing
The packing of a pump is very important. Its function is to
seal the pump while allowing some shaft deflection. Water
or grease is used to lubricate the packing so it is very
important that the sealing fluid is maintained in the proper
quantities. The packing size is very important. Do not try
to use larger or smaller packing. The larger packing will
cause overheating and very rapid wear to the shaft or sleeve
and small packing will not seal.
The packing gland will have to be adjusted periodically.
The gland should be tightened slowly, about 1/4 turn on the
adjusting nut. This allows the packing to start seating
properly without being burned. Packing should never be
310
-------
tightened and then left. The adjustment
burning the packing and possibly causing
shaft or shaft sleeve. Leakage of water
smallest possible steady stream.
may be
damage
should
too tight,
to the pump
be the
When packing gland leakage is excessive and cannot be con-
trolled by tightening the adjusting nuts, the pump must be
repacked. This is done by removing the packing gland and
removing all the old packing. The lantern ring must be
removed to get the final rings of packing. Be sure to in-
sert the correct number of rings below the lantern ring and
then insert the ring and the rest of the packing. It is
necessary for the lantern ring to be in the proper place so
the sealing fluid, water or grease, can get into the pack-
ing.
Cleanup
After performing routine maintenance, the unit should be
wiped down, removing any oil or grease. Cleanup any mess
on the floors and throwaway the rags or waste used for
cleaning.
Preventive Maintenance
Check pumps and auxiliary equipment daily for the following:
1.
2.
3.
4.
5.
6.
7-
8.
9.
Noise
Vibration
Packing gland leakage
Bearing temperatures
Oil or grease leaks
Hot spots
Packing gland drain line clear
Sump clear of large debris
Alum pump oil level
311
-------
Weekly perform the following:
1. Wipe off all equipment.
Quarterly perform the following:
1. Grease influent pump
2. Keep grease cups full on effluent pumps
3. Check drive belts on alum pump and adjust if
necessary.
Annually
1.
2.
3.
4.
5.
6.
7-
perform the following:
Oil alum diaphragm pump motor
Change oil in alum diaphragm pump
Check bearings on alum pump
Grease all other pump motors
Grease varidrives on influent and sludge
Change oil in sludge pump gear reducer
Grease backwash pump
pumps
As necessary, perform the following:
1. Paint the equipment
PADDLE FLOCCULATION MECHANISM
Daily, check the following:
1 . Noise
2. Vibration
3. Drive belts
Quarterly, perform the following:
1. Check oil level in speed reducer
Semi-Annually, perform the following:
1. Change oil in speed reducer.
As necessary, perform the following:
1. If chamber is dewatered, grease
2. Adjust drive belts
shaft bearings
312
-------
SLUDGE COLLECTION MECHANISM
Daily, check the following:
1. Noise
2. Vibration
3. Oil Leaks
4. Idler sprocket
Weekly, perform the following:
1. Check oil in gear reducer
Quarterly, perform the following:
1. Grease bearings
Semi-Annually, perform the following:
1. Grease drive end of gear reducer.
2. Grease shear pin sprockets in drive
3. Change oil in gear reducer
assembly
As necessary, perform the following:
1. If tank is taken out of service, grease submerged
bearings and inspect flights and chains.
2. Adjust chains
CHLORINATION SYSTEM
When working on any part of the chlorine system, extreme
care must be used. Exposure to chlorine could result in
serious injury or death. Be sure to read the instruction
bulletins on chlorine handling recommended in the Operations
Section of the Chlorination System.
Daily, check the following:
1. Buffer reagent in analyzer
2. Proper flow through the head control of the
analyzer.
3. Calibration of chlorine analyzer
4. Chlorine heaters are working
313
-------
5.
6.
7-
Chlorine gas pressure
Water pressure to chlorinators
Vacuum on chlorinators
As necessary, perform the following:
1. Gas dispenser
a. Clean flowmeter
b. Clean flowrater valve
c. Clean vacuum stabilizing valve
d. Clean vacuum relief valve
e. Clean drain valve
f. Clean ejector
g. Clean traps on the chlorinators and on the
gas feed lines.
2.
Clean water strainer
VENT FANS
Daily, check the following:
1. Noise
2. Vibration
ALUM UNLOADING COMPRESSOR
When Operating, Check the following:
1. Noises
2 . Vibration
3. Oil leaks
4. Oil level in reservoir
Annually, perform the
1. Change oil
2. Grease motor
following:
OIL AND GREASE LIST
Use Union Oil Red Line Turbine 1000 or the equivalent and
No.2 bearing grease.
314
-------
SECTION XVI
EMERGENCY OPERATING CONDITIONS .AND RESPONSE PLANS
GENERAL
The information presented in this section is designed to
aid the operator in answering emergencies; however, it
should be remembered that the operator is usually the one
who assesses the situation as it occurs. In most cases,
responding to the situation does not have to be immediate
since the process will not deteriorate immediately. This
gives the operator on duty the chance to assess the situa-
tion, decide on the course to follow and then carry out the
plans in an orderly, controlled manner. Therefore, should
the operator feel that a change in procedure is justified
due to the events as they happened, he should make the
changes required.
EMERGENCY WARNING EQUIPMENT
General
Shutdown alarms are located on the Shutdown Alarm Panel in
the Control Room. Should any of the alarms be actuated due
to a malfunction, a horn and/or light will audibly and visu-
ally indicate the alarm condition. In this event, the
operator should immediately answer the alarm condition and
determine its cause.
3.
to Alarm Conditions
Proceed to the Control Building and determine the
cause of the alarm.
Silence the alarm by pushing the red light on the
shutdown alarm panel.
Determine the cause of the failure and correct, if
possible. If the procedure required to correct
the alarm condition is too extensive to be handled
Response
1.
2.
315
-------
by the personnel on hand, shut plant down and
notify your supervisor.
POWER FAILURE
In the event power is lost to the entire plant, the follow-
ing should be followed:
1. Call Southern Ca~ifornia Edison Company at (805)
942-9531 and inform them of the failure. At the
same time request an estimate of the length of
time power will be lost to the plant.
2. Any power outages should be logged on the Monthly
Summary of Operation Sheets and in the plant Log
Book.
In the event of power failure to any individual piece of
equipment in the plant, the following procedure should be
followed:
1. Throw the circuit breaker for the faulty piece of
equipment to the "OFF" position.
Shut down plant
Notify supervisor and Districts electricians of
the malfunction.
Under no circumstances should the operator attempt
to repair an electrical failure within the plant.
The operator should be present when the electrician
arrives and inform him of any events which could
possibly have led to this failure.
2.
3.
4.
5.
EARTHQUAKE
General
In the event of an occurance of this type, there is nothing
the operator can do while the quake is happening, save pro-
tect himself from injury. However, once the quake has
subsided, there are certain procedures which should be fol-
lowed. These consist of checking the plant for damages and
316
-------
restarting equipment where necessary.
Inspection Procedures
The following items should be inspected for damage and
reported:
1. All structures, buildings, tanks, galleries, etc.
should be checked for structural damage.
2. Check all machinery for damage or realignment
which could have occurred during the quake.
Especially check the mountings of all heavy
machinery for cracks and broken bolts which could
allow the equipment to shift or break loose during
normal running.
3. After the equipment-and structures have been
visibly checked and appear to be undamaged,
restart any equipment which was shut down due to
the quake.
4. Chlorination facilities should be checked very
closely for any leaks.
5. Check all piping for leaks and damage.
6. If any equipment will not operate, shut down plant
until repairs can be made.
FIRE
In the event of fire, the operator should assess the sever-
ity and type of fire. The Fire Department should then be
notified immediately at (805) 948-2631. Fire fighting
equipment good for any type of fire has been provided
throughout the plant for use in extinguishing fires, or pre.
venting the spread of fires. In the event a fire cannot be
extinguished by plant personnel, the following general pro-
cedures should be followed to prevent further spread of the
fire and damage to equipment:
1. Remove any combustible material from
the fire (a fire cannot burn without
vicinity of
fuel) .
317
-------
2.
3.
If the fire is electrical in nature, cut the power
to the affected area by pulling the appropriate
circuit breaker.
Hose down nearby structures (a fire cannot start
unless kindling temperature is reached).
Remove any equipment which can be moved from the
area.
4.
EXPLOSION
The possibility of explosion in a water reclamation plant
is quite remote; however, it does exist. There are various
pieces of pressure equipment which could explode. In the
event of such an occurrence, the operator should remove the
source of high pressure by either closing the proper valve
or shutting down the proper equipment providing the pres-
sure. Notify supervisor immediately.
PUMP JAMMING
Due to the source of the influent for the tertiary plant,
the possibility of a pump jamming is remote, but possible.
If a pump does jam, shut the pump off and close the gate
valve on the suction side of the pump. Allow the pump to
drain, remove the inspection plates on the suction side of
the pump and remove the jammed material, if possible. If
this cannot be done, notify your supervisor who will report
the condition to the maintenance section.
FREEZING.
The Lancaster area is subject to freezing temperatures in
the winter. Should a shutdown occur for an extended period
at night it is possible that the pipes will freeze up. One
method of rectifying this problem is to heat the piping
system with either an electric heater or gas torch (use
extreme caution) until the ice thaws and the equipment will
run. The water will not freeze if it is circulating at
318
-------
normal flows.
EQUIPMENT BREAKDOWNS
Equipment breakdowns can occur whenever machinery is pre-
sent. Breakdowns are caused by excessive wear, faulty
parts, or overloading. Failure of any mechanical process
equipment at the tertiary plant will force the shutdown of
the plant until the equipment is either repaired or replaced.
PROCESS FAILURE
In general terms "Process Failure" could be defined as "any
condition which reduces the efficiency of the plant such
that the Water Quality Control Board Requirements are not
being met." Therefore, to be aware of an upset, the opera-
tor must be thoroughly familiar with the Water Quality
Control Board Requirements which this plant must meet. An
up-to-date copy of these requirements are on display in the
control building at all times. Also, requirements for
tertiary plant discharge set down by the County Engineer
and the Health Department must be met. Should a process
failure occur, appropriate monitoring systems and control
tests should be checked for abnormalities which may indi-
cate the cause of this upset. During the upset the plant
may be operated, but the effluent must be recycled to the
District 14 Plant's influent wetwell until the effluent
meets the discharge criteria.
PERSONNEL INJURY
General
Personnel injury is always a possibility in a treatment
plant; however, this does not mean that an injury must hap-
pen. Some general principals are suggested below to help
keep the incidence of accidents to a minimum:
1.
2.
Always wear safety hard-hat while on plant grounds.
Whenever working in hazardous areas stay ALERT.
319
-------
3.
4.
Use the safety equipment provided fer the job.
:Don't ever take the attitude "it will take too
much time to get the safety equipment". Yeur
supervisory personnel take the attitude that taking
the time to obtain the proper safety equipment and
planning a safe method of attacking the problem is
time well spent when it results in safe working
conditions and injury free operations.
A safety manual has been prepared and issued to all operat-
ing personnel. The regulations set forth in this manual
we:re designed. to obtain safe working conditions and should
be strictly adhered to.
In the Event of Injury to Personnel
Medical services may be obtained at:
Antelope Valley Hospital
1600 West Avenue J
Lancaster, California
Phone: (805) 948-4577
NOTIFICATION LIST
In the event of occurrences listed below, the personnel or
agency listed should be notified.
1. Interruption of power delivered to plant, hazard
to Edison equipment or accident to Edison employee:
Southern California Edison Company, Lancaster
2.
(805) 942-9531
Emergency in Chlorine Storage Area:
a. Your supervisor
b. Fire Department Rescue Squad, Lancaster
(805) 948-2631
320
-------
1. REPORT NO.
EPA-600j2-76-022
4. TITLE AND SUBTITLE
TECHNICAL REPORT DATA
(Please read INUr:uctions on the reverse before completing)
f2. 3. RECIPIENT'S ACCESSION-NO.
Apollo County Park Wastewater Reclamation
Project Antelope Valley, California
5. REPORT DATE
March 1976(Issuing Date)
6. PERFORMING ORGANIZATION CODE
7. AUTHOR(S)
Harvey T. Brandt
Richard E. Kuhns
g. PERFORMING ORGANIZATION NAME AND ADDRESS
8. PERFORMING ORGANIZATION REPORT NO.
10. PROGRAM ELEMENT NO.
County of Los Angeles
Department of County Engineer
108 West Second Street
Los Angeles, California (90012)
12. SPONSORING AGENCY NAME AND ADDRESS
M~picipal Environmental Research Laboratory
Office of Research and Development
U.S. Environmental Protection Agency
Cincinnati, Ohio (45268)
15. SUPPLEMENTARY NOTES
BB043-ROAP21ASB-TASK 008
11. CONTRACT/GRANT NO.
17680 GCl
WRD 97-01-68
13. TYPE OF REPORT AND PERIOD COVERED
Final/1967 thru 1973
14. SPONSORING AGENCY CODE
EPA-ORD
16. ABSTRACT
This report presents the results of a full scale demonstration
project to confirm previous pilot studies and research done on the
economics and feasibility of reclaiming wastewater for use at an
aquatic park in a semi-arid area. The demonstration project
included: (1) The construction of a 1900 m3/day (0.5 mgd) tertiary
wastewater treatment plant and a 22.7 ha (56 acre) park with
recreational support facilities; and (2) The evaluation of the
treatment system performance and the characteristics of the lake
waters as they relate to chemical, physical, and biological quality,
algal growth, plant growth, fish pathology, soil reclamation, and
irrigation.
The completed recreational park, officially named Apollo Co~nty Park
after the Apollo 11 Capsule, attests of the economic benefits and
social acceptability of wastewater renovation. The evaluation
studies showed.that tertiary treated water is pathogenically safe,
esthetically pleasing, suitable for fish life and aquatic sports,
and acceptable for irrigational use.
~
17.
a.
KEY WORDS AND DOCUMENT ANALYSIS
DESCRIPTORS
b.IDENTIFIERS/OPEN ENDED TERMS
c. COSATI Field/Group
Waste treatment
*Water reclamation
Nutrients
*Algae
Aquatic plants
Recreational facilities
*Fishes
18. DISTRIBUTION STATEMENT
Wastewater costs
~astewater reuse
Antelope Valey(Cali~
Wastewater irrigatior
Soil reclamation
Pathogens
13B
Release to Public
19. SECURITY CLASS (This Report)
Unclassified
20. SECURITY CLASS (This page)
Unclassified
21. NO. OF PAGES
1Ll
22. PRICE
EPA Form 2220-1 (9-73)
321
*USGPo: 1976 - 657-695/5395 Region 5-11
-------
U.S. ENVIRONMENTAL PROTECTION AGENCY
Office of Research and Development
Technical Information Staff
Cincinnati, Ohio 45268
OFFICIAL BUSINESS
PENALTY FOR PRIVATE USE. S3OO
AN EQUAL OPPORTUNITY EMPLOYER
POSTAGE AND FEES PAID
US ENVIRONMENTAL PROTECTION AGENCY
EPA-335
Special Fourth-Class Rate
Book
If your address is incorrect, please change on the above label.
tear off; and return to the above address.
If you do not desire to continue receiving this technical report
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