WATER POLLUTION CONTROL RESEARCH SERIES 16060 DDZ 07/71
STUDY OF
REUTILIZATION OF WASTEWATER
RECYCLED THROUGH GROUNDWATER
VOLUME I
U.S. ENVIRONMENTAL PROTECTION AGENCY
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WATER POLLUTION CONTROL RESEARCH SERIES
The Water Pollution Control Research Series describes the
results and progress in the control and abatement of pollution
in our Nation's waters. They provide a central source of
information on the research, development, and demonstration
activities in the water research program of the Environmental
Protection Agency, through in-house research and grants and
contracts with Federal, state, and local agencies, research
institutions, and industrial organizations.
Inquiries pertaining to Water Pollution Control Research Reports
should be directed to the Chief, Publications Branch (Water),
Research Information Division, R&Mf Environmental Protection
Agency, Washington, D. C. 20460
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STUDY OF
REUTILIZATION OF WASTEWATER
RECYCLED THROUGH GROUNDWATER
Volume I
<
BY
Doyle F. Bo en
James H. Bunts, Jr.
Robert J. Currie
Eastern Municipal Water District
Hemet, California
for the
OFFICE OF RESEARCH AND MONITORING
ENVIRONMENTAL PROTECTION AGENCY
Project 16060 DDZ
July 1971
For sale by the Superintendent of Documents, U.S. Government Printing Office
Washington, D.C., 20402 - Price $1.50
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EPA Review Notice
This report has been reviewed by the Environmental
Protection Agency and approved for publication.
Approval does not signify that the contents neces-
sarily reflect the views and policies of the Environ-
mental Protection Agency, nor does mention of trade
names or commercial products constitute endorsement
or recommendation for use.
11
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ABSTRACT
A project to demonstrate t h e feasibility and safety of recycling water
under operating conditions was performed in the Hemet-San Jacinto
Valley of the State of California. Since the Valley is a closed basin,
and is dependent in part upon imported water, it was felt that recycling
of the water would ultimately lead to a reduction in the salt input and
resultant degradation of the existing underground reservoir.
Extensive geological investigations indicated that the basin was not
homogeneous in nature, but had clay lenses and faulting which inter-
fered with the creation of a classic mound. Partially as a consequence,
the recharge of 5, 380 acre feet of wastewater during this six and one-
half year period had no effect on surrounding water wells.
The project added considerable knowledge and experience to the tech-
nology of intermittent wastewater percolation and associated monitoring
techniques. A novel feature of the project was the employment of highly
sensitive temperature probes to trace the lateral migration of the
recharged water, much of which appears to be escaping as shallow
underflow to the San Jacinto River and hence not reaching the deep
groundwater table.
This report was submitted in fulfillment of Project Number 16060DDZ,
under the partial sponsorship of the Office of Research and Monitoring,
Environmental Protection Agency.
111
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CONTENTS
Section Page
I Conclusions . 1
II Recommendations 3
III Introduction 5
IV Hydrology of Upper San Jacinto Groundwater Basin 9
V Geology of Upper San Jacinto Groundwater Basin 19
VI Potential Long-Term Yield of the Upper
San Jacinto Groundwater Basin 29
VII Water Quality of Upper San Jacinto Groundwater Basin 45
VIII Groundwater Quality - Spreading Basin Investigation 61
IX Groundwater Quality - Sampling Pans 91
X Groundwater Quality - Groundwater Investigation 107
XI Geothermal Investigation of Replenishment Area 151
XII Summary of Findings 165
XIII Acknowledgments 171
References 175
Glossary 177
Volume II - Appendices
v
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FIGURES
No. Page
1 Location Map, Eastern Municipal Water District 4
2 Upper San Jacinto Groundwater Basin Location ' 8
3 Upper San Jacinto Groundwater Basin Sub-areas' 10
4 1940, 1968 & 1970 Groundwater Profiles 13
5 Groundwater Profile - 1940, 1965, 1968 & 1970 14
6 San Jacinto River & Tributaries 18
7 Location of Survey Lines 21
8 Location of Seismic Survey Lines 23
9 Block Diagram of the San Jacinto Valley 25
10 Upper San Jacinto Groundwater Basin and Watershed 26
11 Precipitation Stations & Isohyets 29
12 Runoff Areas Tributary to the Upper San Jacinto
Groundwater Basin 35
13 Well Location Map 48
14 Chloride Concentration in Wells - 4S1W, 26J1 & 26J2 49
15 Chloride Concentration in Well Water Versus
Drilled Depth of Wells 52
16 Chloride Concentration in Well Water 54
17 Chloride Concentration in Well Water 55
18 Observation Well Network 56
19 Location of Piezometers, Observation Wells
and Existing Wells 57
20 Replenishment Area 62
21 Basin No. 1 - Monthly Infiltration &
Hydraulic Load Rates 78
22 Basin No. 2 - Monthly Infiltration &
Hydraulic Load Rates ' 79
23 Basin No. 3 - Monthly Infiltration &
Hydraulic Load Rates 80
24 Basin No. 4 - Monthly Infiltration &
Hydraulic Load Rates 81
25 Basins No. 5 & 6 - Monthly Infiltration
& Hydraulic Load Rates 82
26 Basin No. 7 - Monthly Infiltration &
Hydraulic Load Rates . 83
27 Location of Sprinkling and Irrigation Operations 90
28 Location of Sampling Pan Structure 92
29 Schematic Diagram - Sampling Pan Structure 94
30 Schematic Diagrams - Test Barrels 95
31 Chloride Ion Arrival - Barrel No. 3 - Model Study 100
VI
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FIGURES
(continued)
No.
32 Schematic o'f Sampling Pan Structure and
Layout of Test Basin 103
33 Sampling Pans Recovery Rates 105
34 Piezometer Network & 48-inch Diameter Pit Locations 106
35 Boring Logs for Perched Effluent Water 108
36 Groundwater Mound Changes 1966-1967 111
37 Groundwater Mound Changes 1967-1968 112
38 Groundwater Mound Changes 1968-1969 113
39 Analyses of Percolating Water from Sampling
Pans - Non-filterable Residue 114
40 Analyses of Percolating Water from Sampling
Pans - Nitrate Nitrogen 116
41 Analyses of Percolating Water from Sampling
Pans - Methylene Blue Active Substances 117
42 Analyses of Percolating Water from Sampling
Pans - Total Chemical Oxygen Demand 118
43 Analyses of Percolating Water from Sampling
Pans - Dissolved Chemical Oxygen Demand 119
44 Analyses of Percolating Water from Sampling
Pans - Total Hardness as CaCOg ' 120
45 Analyses of Percolating Water from Sampling
Pans - Coliform MPN per 100 ml 121
46 Well Location Map 122
47 Deep Groundwater Contours - November 1968 , 124
48 Deep Groundwater Contours - November 1970 125
49 Profile A-A Deep Groundwater 126
50 Drilled Depth of Wells Versus Depth to Water in Wells 127
51 Diagram of Packer Pump 131
52 Plan and Profile for Development of Calculation for
Theoretical Mound Size - November 1968 134
53 Chloride Concentration Increase in Water from '
Wells - 1965 to 1970 137
54 Observation Well Network 141
55 Observation Well No. 11 . 142
56 Observation Well No. 12 143
57 Observation Well No. 13 ' . 144
58 Observation Well No. 14 145
59 Electrical Resistivity of Observation Well #12 146
60 Electrical Resistivity of Observation Well #13 147
61 Electrical Resistivity of Observation Well #14 148
Vll
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No.
FIGURES
(continued)
62 Gamma Ray-Neutron Log of Well No. 4S1W 25D2 149
63 Geothermal Survey Area . 153
64 Temperature Map - September 3, 1969 154
65 Temperature Map - September 19, 1969 155
66 Temperature Map - December 16-17, 1969 156
67 Temperature Map - May 6, 1970 157
68 Temperature Map - September 22-23, 1970 158
69 Temperature Profile Lines - Surveyed July 7
and 8, 1970 159
70 Sulphate/Chloride Concentrations - January 1970 161
71 Sulphate/Chloride Concentrations - April 1970 162
Vlll
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TABLES
No. Page
1 Precipitation Records 30
2 Average Precipitation for the Base Period 32
3 Stream Flow into Upper San Jacinto Groundwater Basin 33
4 Surface Runoff from Areas Tributory to Upper
San Jacinto Groundwater Basin 36
5 Stream Flow out of Upper San Jacinto Groundwater
Basin 37
6 Imports and Exports of the Upper San Jacinto
Groundwater Basin 39
7 Consumptive Water Use 40
8 Comparison of Chemical Quality of Groundwater near
Replenishment Area 47
9 Chloride, Sulfate and Electrical Conductivity in
Wells, Piezometers and Observation Wells 51
10 Typical Water Quality of Well, Piezometer,
Sampling Pan and Recharge Waters 59
11 Monthly Hydraulic Load and Infiltration Rates
for Basin No. 1 66
12 Monthly Hydraulic Load and Infiltration Rates
for Basin No. 2 68
13 Monthly Hydraulic Load and Infiltration Rates
for Basin No. 3 70
14 Monthly Hydraulic Load and Infiltration Rates
for Basin No. 4 72
15 Monthly Hydraulic Load and Infiltration Rates
for Basins No. 5 & 6 74
16 Monthly Hydraulic Load and Infiltration Rates
for Basin No. 7 76
17 Flow to Sprinkling Operation, Pasture Irrigation
and Spreading Basins 89
18 Parameters and Bases for Design of Sampling Pans
Model Studies, Run No. 1 97
19 Parameters and Bases for Sampling Pan Design
Model Study, Run No. 2 98
20 Log of Cable Tool Well - 4S1W 25D2 128
21 Analyses of Ground Water from Cable Tool Well and
Well 4S1W 23R1 Through Use of Packer Pump
May 1966 130
22 Analyses of Samples from Ground Water Through
Use of Packer Pump, December 1966 132
IX
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TABLES
(continued)
No. -- . Page
23 Analyses of Samples from Ground Water Through
Use of Packer Pump, July 1967 132
24 Analyses of Samples'from Ground Water Through .
Use of Packer Pump, November 1968 133
25 Analyses of Samples from Ground Water Through
Use of Packer Pump, July 1969 133
26 Logs of Observation Wells 1 through 10 , 139
27 Typical Analyses of Water from Observation Wells 140
x
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SECTION I
CONCLUSIONS
1. The Hemet-San Jacinto Groundwater Basin is essentially a closed
system with a long-term yield of approximately 11,000 acre feet per
year.
2. Groundwater withdrawals from the basin amounted to over 23, 000
acre feet per year in 1970. \
3. It is possible to recharge to the underground seven and one-half
acre feet per acre annually, in the stratified sandy silty soil near the
San Jacinto River bed.
4. By the year 1980 sufficient wastewater will be available to recharge
a total of 10, 500 acre feet per year, which would amount to a doubling
of the long-term yield.
5. Recharge of the groundwater aquifers will result in reducing the
basin's deficit and the importation of Colorado River water with its
high mineral content.
6. Salt inflow into the basin will be reduced by 1.9 tons per acre foot
of Colorado River water imported, by reclaiming the water. The
quality of the existing groundwater is low in minerals, having a filter-
able residue averaging approximately 250 mg/1.
7. No evidence has been obtained over this short period of any degra-
dation of the groundwater quality in the water-producing strata in the
Upper San Jacinto Groundwater Basin.
8. Water reclamation is an important source of water and should be
included in any water management planning within a closed basin.
9. Optimum operation of the percolation basins depends upon the
effectiveness of the treatment plant removing pollutants.
10. A spreading operation consisting of alternate wetting and drying is
necessaryto maintain aerobic conditions in the surface soil and prevent
sealing of the basins.
11. Weed growth in the spreading basins is a problem and the best
method for their control i s a scheduled rototiller program.
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12. The use of fine gravel spread on the basins to control weed growth
was not effective in this project to improve hydraulic loading rates.
13. Organic materials are oxidized very rapidly, with the level of
MBAS decreasing drastically in the first eight feet.
14. Continuous underground sampling is facilitated by the use of glass
wool in the collecting medium.
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SECTION II
RECOMMENDATIONS
1. The District should continue to spread wastewater at t h e Hemet-
San Jacinto basins on an intermittent wet-dry cycle of three days.
2. The monitoring program should be continued to obtain additional
data.
3. Additional studies should be conducted on the relationship of
ammonia nitrate and h a r dn e s s to determine any increase in
hardness in the soil column attributable to insufficient nitrification
at the Hemet-San Jacinto Water Reclamation Plant.
4. The District should investigate the engineering and institutional
feasibility of creating a multi purpose reservoir near the surround-
ing mountains that could be inundated with plant effluent and used
for nonbody-contact recreation and storage for fire-fighting water.
The optimum location would be in the alluviums of a river or
creek, capable of some percolation into the ground and where the
bacteria-free effluent would be flushed with high quality water
during flood flows.
5. Efforts should be continued with institutional and political entities
to encourage the direct reuse of wastewater that has been recycled
through a nominal length of natural soils.
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ANGELES^
SEWERAGE
SYSTEM
LOCATION MAP
EASTERN MUNICIPAL WATER DISTRICT
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SECTION III
INTRODUCTION
Authority for the Study
On December 21, 1964, the Environmental Protection Agency (then the
Division of Water Supply and P o llu t io n Control, U. S. Public Health
Service) authorized the Eastern Municipal Water District to undertake
a study of water quality factors involved in a program being initiated
by Eastern Municipal Water District at that time for reclaiming waste-
water through treatment and recharge of groundwater. The original
3-year study was initiated in January 1965 and an additional three and
one-half years were authorized to extend the study through June 1971.
Purpose and Scope ojf the_Study_
In July 1965 Eastern Municipal Water District completed the construc-
tion of and began operating a new 2. 5 mgd capacity sewage system and
wastewater treatment facility serving the urban area of the H e m e t -
San Jacinto Valley of Riverside County (see Figure 1). The new acti-
vated sludge process facility was designed to dispose of the plant
effluent by spreading in basins located in The San Jacinto River
alluviums. The basins would also provide a means for recharging the
groundwater storage in the Upper San Jacinto Groundwater Basin.
The plant is currently approaching its design capacity and an expansion
has begun which will bring the plant to 5. 0 mgd. With this increased
flow the recharge area is also being increased.
With the availability of large quantities of effluent it was deemed advis-
able to u s e aportion of the effluent directly on grazing pastures,
thereby reducing the quantity of lower quality Colorado River water
imported to the basin. However, a flow of 500, 000 gpd was reserved
and is being u s e d to recharge into the spreading basins.
The potential long-term yield of this basin was thought to b e of the
magnitude from 20, 000 to 30, 000 acre-feet per year, which is far less
than the growing water supply needs of the area. The District, work-
ing with data supplied by Dr. Henry G. Schwartz,"' in 1967 determined
the long-term yield to be less than 12, 000 acre-feet annually. The
study was updated in 1970 because of the heavy storms of 1967-68 and
1968-69. This study r eaf fir m ed the long-term yield to be
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approximately as determined by Dr. Schwartz. This has been supple-
mented by the District's importation of Colorado River water through
The M etr opolitan Water District of Southern California's supply
system. The amount of this imported water to the Hemet-San Jacinto
area has now reached approximately 11,000 acre-feet per year.
During the initial operations, about 9 percent of the potential long-term
yield was processed through the plant and disposed of by percolation
and irrigation. The present flow of 2. 0 mgd produces 2, 100 acre-feet
per year of rechargeable wastewater. This amounts to about 19 percent
of the yield. Projections made by the District^) indicate that by the
year 1980 it will be possible to recycle almost 10,500 acre-feet annually
and could almost double the long-term yield and lessen the area's
dependence upon imported water.
The Upper San Jacinto Groundwater Basin is essentially a closed
groundwater basin. In this situation, it could be expected that water
quality changes would be significant and that additional special treat-
ment might be required to remove both specific mineral and gross
mineral substances in order to maintain the groundwater at a high
quality.
The primary purpose of this study was to evaluate the water quality,
infiltration rates and procedures for reclaiming wastewater to furnish
data for an overall operation that could be conducted in a manner pro-
viding for adequate protection of groundwater quality while permitting
maximum recharging of the aquifers by percolation and irrigation as a
means of regional water conservation. The plans of the District for the
future envision a number of similar reclamation operations throughout
the more than 500 square miles of Riverside County included within the
District boundaries.
Organization of Study
The administrative organization for the project comprised a work force
consisting of a Pro j ect Director, Project Engineer, Assistant
Engineers, chemist, draftsmen, field personnel and additional support-
ing personnel of Eastern Municipal Water District.
In addition to the Project Staff, the study participants include a Project
Control Board and a Project Advisory Committee.
The purpose of the Project Control Board has been to plan the study
and supervise the activities of the staff from a policy point of view .
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Members of the Project Control Board are Doyle F. Boen, Project
Director and Chairman; Richard Bueeramnn, Executive Officer, Calif-
ornia Regional Water Quality Control Board, Santa Ana Region; Prof.
Albert Bush, University of California at Los Angeles; Dr. Harvey F.
Ludv/ig., President, Engineering-Science, Inc.; Dr. Jack E. McKee,
California Institute of Technology; James E. Lenihan (1965-68), Jack
Pierce (1969-70), James H. Bunts, Jr. (1970-71), Project Engineer
and Secretary.
The purpose of the Project Advisory Committee was to bring into the
study the guidance and advice of all interested public agencies willing
to contribute. The members were Paul Bonderson, California
Regional Water Quality Control Board, Sacramento; Arthur Reinhardt,
California Department of Public Health, Los Angeles; Maurice Hawkins
Riverside County Health Department; Robert O. Eid, Riverside County
Flood Control and Water Conservation District; David Willets,
Mitchell L. Gould and fin ally Robert Chun, California Division of
Water Resources, Los Angeles; John D. Parkhurst, Los
Angeles County Sanitation Districts and Arthur E. Bruington, Los
Angeles County Flood Control District.
The Advisory Committee met at irregular intervals.
The main work of the project included essentially the following
elements:
1. Evaluation and development of pertinent background information
General description of groundwater basin
Geology of basin
Historical water quality and levels of groundwater
Water balance in basin
2. Spreading activities
3. Sampling and analyses of infiltrated water
4. Study of present groundwater situation
Hydrology
Sampling and analyses
5. Determination of degree of change of the groundwater quality by
recharge
6. Evaluation of (1) through (5) to develop findings, conclusions and
recommendations
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OD
SAN JACINTO HYDRO SUBUNIT BDRY.
^^^ MOUNTAINS 8 FOOTHILLS
| 1 VALLEY AREA
[\ \ \ \|UPPER SAN JACINTO GROUNOWATER BASIN
AFTER BLANEY, EWING. A YOUN6 1941
AND CALIF DEPT OF WATER RESOURCES
1964
FIGURE 2.
UPPER SAN JACiNTO GROUNDWATER BASIN LOCATION
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SECTION IV
HYDROLOGY OF UPPER SAN JACINTO GROUNDWATER BASIN
geographical Description
The Upper San Jacinto Groundwater Basin is herewith defined as that
group of quaternary sediments that in general are bounded by the Casa
Loma Fault on the southwest, the San Jacinto Fault on the northeast,
the mouth of Bautista Canyon on the southeast and Theodore Street in
the Moreno area on the northwest. Specifically, it lies v/ithin the San
Jacinto Hydro Sub-Area of the Santa Ana Drainage Province of the
Southern District of the State of California, per the California State
Water Resources Control Board. Figure 2 graphically depicts the study
area.
Surface Hydrology
The Upper San Jacinto Groundwater Basin is located in the western part
of Riverside County, California. The major watershed areas associated
with the b a s in are the San Jacinto Mountains o n the eastern and
northeastern edge, with the highest peak, Mt. San Jacinto, at elevation
10,805 feet above sea level, being more than 8, 500 f e e t above the
valley floor. The major drainage channel for the entire Hydro Unit is
the San Jacinto River which carries wet weather runoff from the
eastern portion of the Hydro Unit northwesterly through and over the
Upper San Jacinto Groundwater Basin and thence w e s t e r ly into and
through Railroad Canyon Lake into Lake Elsinore. Historically, Lake
Elsinore has overflowed into the Santa Ana River near Corona. How-
ever, since 1916 only once (in 1969) has this overflow occurred.
The Upper San Jacinto Groundwater Basin, then, is essentially closed
with occasional surface outflow, but no apparent subsurface outflow.
The groundwater basin has several sub-areas which have previously
been investigated and labeled and will be briefly d e s c r ib e d on the
following page. (Figure 3)
General Description
The Upper San Jacinto Groundwater Basin is a long, narrow ground-
water basin, 20 miles by 3 miles, with the long axis oriented in a
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/AFTER PROCTOR - 1968,
/" FETT-1970, SHARP - 1963,
' a STATE OF CALIF. BUL. 15
APR. B 1959
////-7>7i
>.////' ' / ;
OILMAN
OT SPRWGS
REPLENISHMENT
AREA
'.PRESSURE,
SPRINGS FAULT
ICOTTONWOOD,
CANYON
SUB-BASIN
BAUTISTA\
OUT WASH
\AREA
FIGURE 3.
UPPER SAN JACINTO GROUNDWATER
BASIN SUB-AREAS
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northwest-southeast direction. Surface runoff drains from the north-
east, southeast and northwest, to just northwest of the middle cf the
groundwater basin and then westerly toward Lakeview. (Figure 3)
The overlying surface of t h e groundwater basin is sparsely populated,
with the City of San Jacinto (population 4, 000) being the only moderate
concentration of people. The southeast portion of the basin has citrus
groves and other types of orchard crops, supported by a good supply of
groundwater and a small percentage of imported Colorado River water.
The groundwater for this portion is derived from the Canyon Sub-Basin,
which here is considered a part of the groundwater basin ever though it
is apparently east of the San Jacinto Fault. The groundwatci beet mes
less available toward the northwest portion of the basin, and this is
reflected on the ground surface by finer sediments and dry farming.
Any study of the hydrology of the gr o u n dw a t e r b a s i ri must include
knowledge of groundwater movement in these sub-areas in order to
obtain an u n d e r s t a n d in g of the hydraulics o f the entire basin.
Hydro geology
_Canyon Sub-Basin - In this area the San Jacinto Fault, and possibly less
permeable sediments to the west, apparently restrict, the movement of
groundwater in the sediments underlying and adjacent to the river
channel. The groundwater levels are u su ally at substantially higher
elevations on the upstream or east side than levels on the downstream
side. A difference of some 225 feet was observed in th e spring
of 1968. The majority of the San Jacinto Valley Hydro Unit runoff runs
into this sub-basin as the San Jacinto River; and, due to the flat slope
and the coarse alluvial material present, it has excellent recharge
characteristics with its water table fluctuating m o r e than 100 feet
annually. Due to the water table rising to or near the ground surface,
local inhabitants have termed this area "Cienega. " It is here included
as part of the Upper San Jacinto Groundwater Basin since it can act as
a buffer or reservoir and undoubtedly has a pronounced effect on the
recharge of the main basin.
jBautista Outwash Area - The alluvial fan at the mouth of Bau.tista
Canyon bordered by the San Jacinto Fault on the northeast and the Casa
Lorn a Fault, or possibly the Park Hill Fault, (^) on the southwest, and
the area extending to the vicinity of Cedar Avenue, has been termed the
"Bautista Outwash Area. " The existence of the Park Hill Fault, has
never been proven. However, the presence of Park Hill and its prox-
imity to the Casa Loma Fault has led some geologists to speculate that
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I ,
a fault must exist. The groundwater hydraulic gradient governs flow
into or out of the area.
In 1940 the groundwater levels on opposite sides of the C'asa Loma
Fault showed higher water levels on the northeast side as compared
with those levels on the southwest. In the spring of both 1968 and 1969
the reverse was found to exist, due to c o n tinu in g overdraft of the
groundwater basin. Both situations point to the low permeability of the
Casa Loma Fault.
Intake Area - The San Jacinto Fault, the Park Hill Fault and the south-
easterly edge of the Pressure Area enclose a roughtly triangular area.
This area has been named the "Intake Area. "(4) It is probably on the
order of 500 feet thick and is underlain by highly permeable sedimen-
tary deposits to a considerable depth. Water flowing in the San Jacinto
River channel through this area r ea dily replenishes groundwater
storage therein. Water flowing either over the San Jacinto Fault or
through the fault near the ground surface from the upstream Canyon
Sub-Basin and any underground flow from Bautista Canyon also re-
plenishes storage in this area.
Pressure Area - Within the area between the San Jacinto and the Casa
Loma Faults, and from the City of San Jacinto northwestward, data
from well logs and excavations reveal a substantial multi-layered zone
of relatively impervious sediments and pervious water-bearing sedi-
ments. Prior to 1950, when groundwater levels were near the surface,
many wells were artesian, indicating that underlying groundwater was
under pressure as a result of confinement by impervious layers. In
1942 one well in particular was observed with an'artesian head of 45
feet. The southeasterly, or upstream, extremity of this area has been
delineated in previous reports(l)> (2) ancj j_s shown by the dotted line in
Figure 3. The area to the northwest of this line has been designated
the "Pressure Area. " The water stored in the underground'histori-
cally supplied the confined groundwater underlying the Pressure Area
so that extractions of groundwater in both the Intake and Pressure
Areas were supplied from recharge of the Intake Area. Recently,
heavy pumping has reversed the groundwater gradient from a surface
dipping northwesterly to a depression or trough with a major portion of
the deep groundwater surface sloping southeasterly from the Pressure
Area to the Intake Area (Figures 4 and 5), thus eliminating the artesian
effects experienced earlier in the Pressure Area. Today, the ground-
water table is more than 200 feet below ground surface in some wells.
The pressure effects might still be present to some degree as evidenced
by the difference in the level of the groundwater table observed during
the period 1968-1970.
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23PI
LEGEND
1940 PROFILE LINE
(WHERE DIFFERENT FROM 196881970)
1968,1970 PROFILE LINES
36AI)
O 22DI)
0 1000 2000
SCALE IN FEET
FIGURE 4. 1940, 1968, a 1970 GROUNDWATER PROFILES
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1600
1500
J>
J>
CD
O
m
m
<
m
O
>
o
O
v>
2
O
PROBABLE
1968 PROFILE
(PUMPING)
1300
36AI
I 2
DISTANCE IN MILES
36GI NEARBY
WELL
FIGURE 5.
GROUNDWATER PROFILE - 1940, 1965, 1968, a 1970
-------
Several miles to the northwest of the Pressure Area impervious sedi-
ments, and possibly the Casa Loma Fault, apparently form a barrier
to the movement of groundwater. The bottom land or depression
formed as a result of faulting, and land subsidence due to water with-
drawal, produced wells that yielded "marsh" gas and led to the drilling
of speculative oil wells. However, no oil was ever discovered. The
land subsidence has also been observed throughout the Pressure Area,
and the Eastern Municipal Water District is presently engaged in a
cooperative study with the State Division of Water Resources, the
United States Geological Survey, and The Metropolitan Water District
of Southern California to determine if the subsidence that is taking
place is a direct result of water w it h dr aw al and compaction of the
water-bearing strata, or rather some deep tectonic movement associ-
ated with the graben nature of the valley, or both. A well has been
drilled to a depth of 1, 238 feet, and compaction and water level
recorders have been installed in the well for this purpose. (See
Figure 3 for location.) To date, the information is very preliminary
and no conclusions have been reached.
Meteorology
The climate of the Upper San Jacinto Groundwater Basin is best des-
cribed as semi-arid and is characterized by a division of the year into
a wet and a dry season, with generally low precipitation, a large per-
centage of clear days, moderately high summer temperatures, and few
days of low winter temperatures. The average seasonal precipitation
at San Jacinto is 13.18 inches, while the highest yearly rainfall of
record is 25.23 inches and the lowest is 3.70 inches. At t h e City o f
Hemet the seasonal average precipitation is 12.35 inches while the
yearly high and low are 25.76 and 3.90 inches, respectively. The
precipitation is mostly in the form of rain, with occasional snow falling
in the groundwater basin.
Temperature data show that the range is from 110° - 11 5* F on hot
summer days to 20° - 25° F on cold winter nights. The average annual
temperature in the groundwater basin i s about 60° F. Evaporation
records kept by the Project Staff since 1965 show that maximum daily
evaporation may reach one-half inch, or more, with the yearly rate
being 4 to 4-1/2 feet.
The native vegetation of the gr o un dw a t er basin is sage and other
flowering plants that don't require large amounts of water. In order to
establish citrus, olive, walnut and other crops, pumpage of and irriga-
tion with the groundwater was necessary. In recent years lo c al
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farmers have had to supplement the local production with imported
Colorado River water.
Hydrography
Any study of a groundwater basin must include a discussion of the
relationship between surface run-off and groundwater movement. As
previously mentioned, the major drainage channel for the entire San
Jacinto Hydro Sub-area is t h e San Jacinto River. The majority of the
tributaries to the San Jacinto River discharge into it either upstream
of or adjacent to the Upper San Jacinto Groundwater Basin, and conse-
quently the majority of the run-off from the Hydro-Unit runs into or
through the groundwater basin. Essentially all groundwater recharge
by the San Jacinto River occurs within the groundwater basin, and then
mostly within the Canyon Sub-basin and the Intake Area.
Groundwater flow into and out of the Upper San Jacinto Groundwater
Basin is restricted by faults and bordering impermeable sediments, as
evidenced by variations of water well levels. The groundwater is
apparently able to move freely within the groundwater basin, as demon-
strated by the fact that the recharge which takes place in the Intake
Area affects both that area and the Pressure Area.
Surface Run-off - The major source of water inflow to the Upper San
Jacinto Groundwater Basin is the surface run-off originating in the
surrounding watershed. During unusually wet winters a significant
quantity of water also leaves the basin as surface flow. The water-
shed drains into the San Jacinto River through a number of streams
and creeks, the more important of which are: The North and South
Forks of the San Jacinto River, Strawberry Creek, Bautista Creek,
Indian Creek, Poppet Creek, and Potrero Creek. These creeks and
their points of discharge into the river are shown on Figure 6. As
Strawberry Creek and North and South Forks converge and flow into
the basin as the San Jacinto River above the gauging station at the
Cranston Bridge the three streams will be considered jointly and
included in references to the San Jacinto River.
Data on the amount of flow from the aforementioned streams are un-
fortunately limited. Using such information as is available, surface
inflow and outflow amounts can be calculated as discussed in,,Section
VI of this report, "Long-term Yield of the Upper San Jacinto Ground-
water Basin. "
-16-
-------
Surface Inflow and Outflow - A continuous stream flow record for the
San Jacinto River at the Cranston Bridge (see Figure 6) is available,
beginning in 1920-21. Limited stream flow data exist for Bautista,
Indian, Poppet and Potrero Creeks and mean flows 'are therefore
extrapolated by comparison with the stream flow in t h e San Jacinto
River. The complete records show that over the base period 1920-21
through 1959-60, the combined mean flow for the five streams has been
25, 697 acre-feet per year.
All surface outflow from the basin is carried by the San Jacinto River
at the northwestern end of the basin. Gauging station records operated
at Lake Elsinore and Railroad Canyon Lake show that over the same
1920-21 through 1950-60 base period the mean flow carried out of the
basin has been 8, 565 acre feet per year. Complete outflow records
are also found in Section VI.
The San Jacinto River enters the Upper San Jacinto Groundwater Basin
at t h e mouth of the Canyon Sub-basin and flows into the flat, highly
permeable "Cienega. " Directly to the northeast of the "Cienega" is the
mouth of Indian Creek which joins the San Jacinto River there. Poppet
Creek joins the San Jacinto River further downstream but still within
the "Cienega" portion of the Canyon Sub-basin. Surface discharge from
the area is limited to flood periods as all low flow is absorbed by the
alluvial beds extending upstream for several miles.
Bautista Creek joins the accumulated flow of the San Jacinto River and -"'
Indian and Poppet Creeks immediately below the "Cienega. " Histori-
cally, most of the flow in this stream was absorbed in the alluvial fan
extending for about 7 miles upstream of its mouth. In 1960, the stream
was converted into a concrete-lined flood control channel from a point
approximately 4-1/2 miles upstream to a point just above its mouth.
Therefore, more water is discharged into the Intake Area and made
available to infiltrate to the groundwater. Surface discharge from this
area is also limited to flood flows.
Potrero Creek enters the San Jacinto River near the northwestern edge
of the Pressure Area where steep gravel fans have been laid over
impermeable sediments. Therefore, flood flows are not able to
penetrate and are carried downstream while low flows are forced to
the surface and are consumed by existing vegetation. Very little of the
runoff carried by this stream is contributed to the groundwater supply.
-17-
-------
REPLENISHMENT
AREA
RANSTON GAUGING
STATION
^Jw-;$
SAN JACINTO RIVER a TRIBUTARIES
FIGURE 6.
-18
-------
SECTION V
GEOLOGY OF UPPER SAN JACINTO GROUNDWATER BASIN
In the early stages of the study, as background well data were being
collected and examined, an anomaly in the well logs became apparent.
None of the wells drilled in the central portion of the groundwater basin
(that is, the Pressure Area and the northwestern portion of the Intake
Area) had reached bedrock. It was also found that none of t h e wells
drilled between the San Jacinto and CasaLoma Faults had ever reached
bedrock. One of these wells was over 2,200 feet deep and only one-half
mile from bedrock outcrops across the CasaLoma Fault. Near the San
Jacirito Fault the difference was just as surprising where there were
bedrock outcroppings just one-quarter of a mile from wells that were
over 800 feet deep and had not hit bedrock.
It is imperative that a study such as this have as much knowledge about
its groundwater basin as possible, and in view of the above anomalies
it was deemed necessary to conduct a geological survey of the Upper
San Jacinto Groundwater Basin. The University of California at River-
side, located immediately north of the District, was contacted concern-
ingthe availability of geophysics students to assist project personnel in
determining the depth of the groundwater basin.
Dr. Gordon Eaton, then chairman of the Geophysics Department at UCR,
together with one of his graduate classes and members of the project
staff worked over a year on magnetometer, gravity and seismic
surveys needed to determine the depth of bedrock in the basin.
Drs. Shawn Biehler and Stuart Smith from California Institute of Tech-
nology, along with one of their graduate classes, worked diligently
on the seismic surveys and the reduction of the data. John Fett, a
local geologist, donated many days of work to these surveys, along with
the use of his equipment. Mr. Fett was later engaged as a consultant
to summarize the geology of t h e Upper San Jacinto Groundwater Basin
based on the findings of the above surveys. Portions of Mr. Fett's
report are in the following discussion, with the complete text com-
prising Appendix I, Volume II of this report.
General Description
The geologic relations in the area are largely controlled by the various
faults with alluvial fans and soils filling against faulted blocks and, to
the southwest of the Casa Loma Fault, against remnant high points of
-19-
-------
metamorphic and igneous rocks. The alluvial soils themselves are cut
by faults, some forming escarpments, some exhibiting deep cracks,
and others evidenced by anomalous groundwater conditions.
The metamorphic rocks are mostly schists and gneisses, while the
igneous rocks are mostly cretaceous tonalites and gr a no dio r it e s .
The groundwater basin is mainly composed of Recent-Late Quatenary
sediments which were probably deposited by stream flow, while the
Park and Casa Loma Hills, the hills east of Bautista Creek, the
Badlands to the northwest of the basin and much of the Soboba Indian
Reservation are late Tertiary - early Quatenary sediments. The
alluvial material has been washed by the flow into alternate lenses of
sand and silt of various thicknesses. These lenses are also inter-
spersed with some clay and boulders as was evidenced while drilling
observation w ell s in and around the replenishment area.
Magnetometer and Gravity Surveys
Five lines crossing the groundwater basin orthogonally to its long axis
were developed, using Eastern Municipal Water District surveyors to
establish horizontal and vertical control for each station pursuant to
directions received from Dr. Eaton. Figure 7 depicts these survey
lines, and it i s interesting to note that several of t h e lines traverse
steep terrain. This study was also beneficial to the students who
learned the techniques of gravity and magnetometer surveying.
Since the work was conducted in part on an experimental basis and the
magnetometer survey data yielded no appreciable information, it was
discontinued after two lines were run in the vicinity of Survey Lines A
and B, since this was sufficient for instructional purposes. The geology
is apparently not susceptibleto magnetometer work dueto the similarity
between the magnetic properties of t h e sediments and the adjoining
crystalline rock.
Most of the gravity data obtained were reduced in detail by an electronic
computer under the direction of Dr. Shawn Biehler. A portion of the
gravity survey conducted by Mr. John Fett has been reduced by a
desk calculator without total compensation for terrain correction. A
Boughuer anomaly map was prepared from this data and can be found in
Appendix 1.
When the gravity survey indicated the depth to bedrock in the graben
exceeded 3,000 feet, the gravity survey method of determining depth
-20-
-------
LEGEND
A A SURVEY LINE
REPLENISHMENT
AREA
FIGURE 7.
LOCATION OF SURVEY LINES
-21-
-------
became more qualitative than quantitative as sediment bulk densities
are not known in detail.
Seismic Survey
To determine the depth of the valley sediments more accurately, a
seismic refraction survey was conducted using dynamite as the charge.
The personnel involved at any particular time varied from three District
employees and Mr. Fett, to five District employees, Mr. Fett,
Drs. Shawn Biehler and Stuart Smith with their graduate geophysics
class from California Institute of Technology, and Dr. Eaton and his
graduate class from University of California, Riverside.
The seismic velocity of granitic bedrock in the area of investigation
was first determined by Dr. Eaton and Mr. Fett, using a Texas
Instrument EXPLORER seismograph system. Measurements were
made on the northwest side of t h e Lakeview Mountains, both across
foliation and along foliation. The rock was found to be anisotropic,
with a minimum velocity of about 14, 500 feet p er second across
foliation and a maximum velocity of about 17, 000 feet per second along
foliation. A commercial seismic investigation in the area found seismic
velocity of unweathered metamorphic bedrock to be 15,000 to 16,000
feet per second.
Four separate seismic lines, as shown on Figure 8, were explored.
The major seismic work was conducted along Line A-A. The shot
point, Shot Point 1 , was at the northwest end of the line and was
located in the San Jacinto River bed just west of the junction of Potrero
Creek and the river. To facilitate the use of three separate geophone
strings during the seismic work on Line A-A, the shot instant was
radioed to recording units by CIT's tone-generating blaster. The
precise instant of cap detonation was determined by interrupting a
radio-transmitted electrical tone. This signal was placed on seismic
records by auxiliary galvanometers.
To verify the findings of the above work and to determine the dip of
bedrock, Line A-A was reversed by Mr. Fett and Dr. Eaton with his
geophysics students. Shot Point 2 was at the southeast end of Line
A-A in Bautista Creek, just north of Cedar Avenue.
To reduce the explosive costs, Mr. Fett instructed Eastern Municipal
personnel in the substitution of an ammonium nitrate-fuel oil mixture.
Use of this explosive reduced costs to one-half that of the more conven-
tional explosive used at Shot Point 1 .
-22-
-------
LEGEND
© SHOT POINTS
A-A SEISMIC LINES
OILMAN
HOT SPRWGS
REPLENISHMENT
AREA
0 5000
SCALE W FEET
LOCATION OF SEISMIC SURVEY LINES
.-23-
-------
Shot holes were dug with a backhoe to 11 feet in depth. In contrast to
Shot Point 1 where up to 500 Ibs. of explosive were buried in one hole,
charges were limited to 120 Ibs. per hole at Shot Point 2\ Where ad-
ditional energy was required, several holes were connected by a primer
cord detonating fuse. The shot hole loading techniques used at Shot
Point 2'' induced more energy into generation of seismic waves and also
reduced cratering.
The original data from Shot Point 1 and Line A-A as interpreted by
Dr. Eaton as follows:
Sediment layers - V = velocity;
VQ = 1,300 fps Thickness = 30' - 35'
V1 = 5,000 - 5,750 .fps, Thickness = 1,095' - 1,115'
V2 = 7,200 - 7,350 fps, Thickness = 1,930' - 2,110'
V = 8,650 - 8,850 fps, Thickness = 2,000' - 3,000'
V4 = 10,150 - 11,500 fps, Thickness = 5,400' - 7,000'
V = 16,000 - 18,500 fps, Bedrock at minimum depth of
10,400' + 1,000 feet
The reversal of Line A-A indicated somewhat less depth to bedrock. It
showed bedrock at a depth of 8,400 feet approximately 1-1/2 miles
southeast of the location established from Shot Point ;1\ This differ-
ence could be attributed to either a dip in bedrock surface of approxi-
mately 12 degrees to the northwest or a misinterpretation of the depth
to groundwater. This could be clarified by further testing, but for the
purpose of the project the bedrock depth of 8,400 feet or greater is
sufficiently accurate.
Three other seismic lines were investigated. These lines are desig-
nated B-B, C-C, and D-D on Figure 8.
Figure 9 is a block diagram of the San Jacinto Valley based on the
seismic surveys and past investigations of others.'"3'
-24-
-------
UPPER SAN JACINTO
GROUNDWATER BASIN
i
to
01
RECENT SEDIMENTS
SEDIMENTARY ROCKS
CRYSTALLINE ROCKS
AFTER FETT 1968. 8 PROCTOR 1968
FIGURE 9.
BLOCK DIAGRAM -OF THE SAN JACINTO VALLEY
-------
. BASIN BOUNDARY
[\\\N BASIN FLOOR
BASIN WATERSHED
EXCLUDED AREA
FIGURE 10. UPPER SAN JACINTO GROUNDWATER BASIN AND WATERSHED
-------
SECTION VI
POTENTIAL LONG-TERM YIELD OF THE
UPPER SAN JACINTO GROUNDWATER BASIN
Because of the ambiguity surrounding the term "safe yield" it was
decided to use the phrase "potential long-term yield" which more
accurately reflects the more recent idea that a combination of basin
overdraft and more expensive imported water may furnish the greatest
benefits to the user.
Past investigations of water use'^) and the potential long-term yield of
the San Jacinto Valley area(5), (6), (7) have dealt with the hydrologic
areas as defined by the California Department of Water Resources.
Since the Replenishment Area is in the Upper San Jacinto Groundwater
Basin which, along with its watershed, comprises the San Jacinto Hydro
Sub-unit it will be the area under discussion here. The area is shown
in Figure 10. Although a portion of the Hemet Hydro Sub-area could
theoretically be included since it surficially drains into the San Jacinto
unit, it will be excluded here because:
1. it is not part of the hydrologic unit by designation,
2. it is dubious if any appreciable amount of subsurface flow can
enter the San Jacinto unit from it, due to the Casa Loma fault,
3. the bulk of the area is valley floor and runoff is undoubtedly
minimal. The excluded a r e a is denoted on Figure 10
along with the boundaries of the Upper San Jacinto Groundwater
Basin and its watershed.
To calculate the potential long-term yield of this groundwater basin, a
great deal of hydrologic data had to be collected and assimilated. The
major sources of information were:
1. United States Weather Bureau
2. United States Coast and Geodetic Survey
3. State of California, Department of Water Resources
4. Riverside County Flood Control and Water Conservation
District, Riverside, California
Precipitation
Approximately 35 precipitation stations have existed at one time or
another in or near the Upper San Jacinto Groundw at e r Basin and
-27-
-------
Watershed. ,Of these, 20 stations were selected as suitable for this
study. The locations of these stations are shown on Figure 11 while a
complete tabulation of the precipitation data is presented in Table 1. It
is felt that Table 1 represents the most complete set of precipitation
data now available. For purposes of this study the term fiscal year is
defined as the period July 1 to June 30.
In order ,to calculate the potential yield, it is necessary to select a suit-
able base or reference period. Long-term precipitation records provide
a convenient means of establishing such a period. The cumulative
deviation from the long-term mean precipitation was computed for five
separate stations. Based on this information, the 38-year interval
beginning with the fiscal year 1922-23 and ending with 1959-60 was
selected as the base period. .The mean precipitation for this period
closely approximates the long-term mean for th e entire period of
record.
Mean precipitation values for the base period have been calculated and
are given in Table 1. By comparison with nearby stations, mean values
for stations with incomplete records were extrapolated. Using the
mean values for the base period, isohyets were drawn and are shown
in Figure 11. The average yearly rainfall on the total basin and the
basin floor were, in turn, determined and are presented in Table 2. Of
particular importance in the calculation of potential yield is the average
precipitation on the groundwater basin, 39, 220 acre-feet per year.
Surface Runoff
Surface runoff from the surrounding watershed constitutes a major
source of water inflow to the Upper San Jacinto Groundwater Basin.
There is also occasionally a significant quantity of water leaving the
basin as surface flow. Unfortunately, only limited data on stream flow
exist for this area. Using such information as is available, the surface
inflow to and outflow from the groundwater basin can b e calculated a s
discussed below.
Surface Inflow - A number of streams debouche upon the San Jacinto
Basin floor. The principal one is the San Jacinto River. A continuous
record of the stream flow at Cranston Bridge is available for the period
1920-21 to the present, as shown in Table 3. Immediately above the
gaging station, however, a portion of the river flow is diverted to Lake
Hemet Municipal Water District's water system. A portion of this
water does reach the basin floor as irrigation and domestic water and
the balance is exported. In this report the diverted, 'but not exported,
-28-
-------
i
to
CD
STATION AND MEAN PRECIPITATION
I|709 FOR 1922-23 TO 1939-60
ISOHVETS OF MEAN PRECIPITATION
' FOR 1922-23 TO 1959-60
1 BASIN BOUNDARY
1\\ \\IBASIN. FLOOR
/-^.
(is)
12.85
(12)
12.10
FIGURE II.
PRECIPITATION STATIONS a ISOHYETS
-------
TABLE 1
PRECIPITATION RECORDS
A, (inches) J\
Fiscal
Year
Ending
1910
1
2
3
4
15
6
7
8
9
1920
1
2
3
4
25
6
7
8
9
1930
1
2
3
4
35
6
7
8
9
1940
1
2
3
4
45
6
7
8
9
1950
1
2
3
4
55
6
7
8
9
1960
1
2
3
4
65
Total
x>
"Y
1
12.52
15.44
12.64
8.62
18.87
18.09
16.60
11.45
12.27
10.25
14.61
10.82
25.23
10.68
9.74
7.28
16.69
19.37
9.44
9.19
15.10
8.87
19.54
9.94
6.36
15.91
10.07
24.62
14.84
12.88
16.23
24.63
12.26
15.46
13.49
12.49
12.39
11.62
7.55
9.45
7.13
7.27
18.22
11.59
10.84
11.74
6.94
10.75
24.94
6.98
9.99
3.71
11.27
6.88
12.05
_Q._64
482.48
7 <
^S/
2
14.73
12.48
12.21
21.58
24.00
19.69
12.99
15.24
9.14
13.86
11.41
25.76
9.06
8.66
6.99
14.05
18.41
9.12
8.70
14.99
9.62
18.98
10.12
6.64
15.18
9.19
24.98
13.35
11.32
13.65
23.73
10.68
14.14
12.84
12.52
7.81
10.88
6.44
8.96
7.17
6.38
17.67
10.16
10.02
9.88
6.13
9.45
19.10
7.31
8.56
3.90
11.29
6.70
12.13
^9.25
442. 84
y «
JtC'
3
20.17
9.33
12.86
12.07
12.05
9.69
8.86
6.86
8.85
6.85
4.44
11.80
9.26
9.26
9.01
12.11
15.07
19.24
5.19
7.29
3.66
10.21
6.34
9.90
42 1 . 50*
V '
V^
4
11.33
12.14
12.02
7.30
15.71
19.48
14.77
10.13
12.60
8.95
13.39
9.58
26.44
10.91
10.29
7.60
17.31
17.95
10.29
8.11
15.40
10.16
16.72
12.04
5.77
15.22
9.24
23.58
14.86
12.44
465.59*
i / &
ty 0< .
"^ vS*
5
25.77
9.93
9.20
7.91
15.86
18.54
10.24
9.36
14.71
11.88
18.61
9.47
6.31
17.28
9. 12
25.44
15.34
12.23
13.17
24.02
10.98
16.55
13.77
11.56
6.29
11.10
8.13
9.22
8.91
6.39
20.35
462.05*
.*/ 1
' Vy1
6
17.30
16.41
13.80
14.71
13.67
9.77
9.39
8.26
7.29
23.79
11.62
10.60
8.61
7.72
9.63
20.21
5.81
13.31
5.30
12.26
7.57
15.13'
10.55
517.01*
*/ ^
^C-J-
7
19.08
21.17
17.68
14. 10
24.38
27.27
25.44
17.34
16.57
15.78
23.83
15.23
34.71
20.10
14.20
14.13
25.18
30.86
13.53
12.54
28.27
11.99
27.61
11.95
6.12
20. 56
16.87
31.34
25.53
15.42
21.12
31.95
16.78
23.90
16.18
16.54
21.46
18.29
13.87
13.52
13.01
10.58
27.58
14.94
. 16.14
13.50
11.18
13.53
28.34
9.51
17.34
6.56
15.80
11.15
18.84
695.50
^ ^
'-'/ "^ ^
8
25.35
27.82
22.14
19.95
37.31
30.11
31.41
29.38
30.85
24.05
29.40
20.82
52.79
20.76
17.10
15.65
27.00
35.31
22.05
17.76
29.75
18.75
45.04
20.40
14.91
35.21
17.87
43.96
28.26
25.25
32.91
47..06
26.61
26.69
25.13
22.40
18.73
23.29
19.06
22.78
19.87
12.80
41.03
21.46
25.03
18.74
21.81
21.47
38.31
12.40
22.76
8.38
22.48
14.90
26.37
25^.29
955.37
^~ty c
CsS' *9C/
o
31.78
56.99
30.35
26.31
28.45
46.42
60. 92
22.63
27.56
37.40
23.78
48.92
26.56
21.37
36.67
34.68
61.20
45.49
31.08
36.33
64.06
1308.96*
$/ $
' cfy
10
21.02
14.87
21.08
24.33
12.09
19.62
14.86
15.12
13.62
14.96
8.44
15.17
9. 59
10.55
24.97
13.45
14.19
15.74
9.19
12.70
25.61
5.83
13.20
5.69
12.84
572.24*
1923-1960
Mean
12.70
11.65
11.00*
12.25*
12.16*
13.61*
18.30
25.14
34.45*
15.06*
*Extrapolated
-30-
-------
Table 1 continued
Fiscal
Year
Ending
1910
1
2
3
4
15
6
7
8
9
1920
1
2
3
4
25
6
7
8
9
1930
1
2
3
4
35
6
7
8
9
1940
1
2
3
4
45
6
7
8
9
1950
1
2
3
4
55
6
7
8
9
1960
1
2
3
4
65
Total
1923-
1960
Mean
1923-
1960
31
20
29
40
17
28
21
23
18
28
13
16
18
12
29
840
22
<;
^0/ ^
Y ty
12
16.51
9.57
24.30
8.64
7.59
6.82
14. 18
17.19
7.34
6.40
11.73
7.05
22.78
8.81
5.26
12.69
7.78
22.55
21.20
10.97
13.96
24.74
10.72
19.59
15.94
10.81
12.87
10.43
6.95
9.77
6.48
4.90
19.66
12. 18
12.88
11.61
6.61
8.92
21.68
10.90
9.31
5.15
11.61
6.40
14.12
8. 65
459.89
12. 10
77
y &
13
26.79
16.29
34.04
18.48
14.40
14.96
26. 19
31.24
10.33
18.44
21.32
13.61
29.75
13.25
10.75
22.35
20.01
36.06
29.73
18.62
21.73
34. 50
15.24
29.87
25.97
19.85
19.23
15.78
11.62
18.48
13.26
10.56
35. 98
20.11
20.48
14.84
11.49
17.13
31.85
12.49
17.13
9.98
24.17
11.79
25.23
19.59
767.08
20. 19
<\^/
14
14.49
19.89
17.56
10.23
27.48
28.60
26.19
19.44
17.08
15.68
22.93
16.88
32.89
17.21
13.77
13.29
24.52
27.75
13.16
13.94
21.92
13.81
26.03
15.36
11.75
20.53
15.65
34.00
22.89
18.20
22.53
30.25
14.44
23.79
20.08
19. 16
15.39
17.64
11.54
14.63
12.93
9.34
23.66
14.00
17.75
14. 13
12.07
14.71
27.32
9.21
13.37
7.75
17.03
8.73
17.05
14.49
681.72
17.94
Y <$
tf/
15
14.45
16.76
13.93
20.65
15.37
30.05
14.30
13.40
10.81
23.03
24. 50
11.82
12.70
17.74
11.84
25.36
13.41
10.77
18.64
15.59
31.78
20.88
14.54
19.66
30.04
14.42
21.51
17.56
15.37
15.62
17.48
9.72
15.20
11.47
9.10
24.71
14.24
15.48
14.01
10.80
13.60
27.71
8.30
12.43
6.02
15.84
8.97
15.58
14. 14
629.54
16.57
y ff
^x
16
16.03
11.05
27.24
11.72
9.64
12.25
17.69
17.31
12.21
11.44
16.22
13.21
19.12
9.56
9.13
16.28
12. 53
27.78
17.55
12.24
16.01
25.52
11.59
19.45
18.06
13.35
10.58
12.27
8.71
11.39
10.55
7.76
23.56
12.76
9.46
12.31
10.77
10.98
18.64
5. 56
10.38
3.92
12.89
8.02
15.45
11.48
525.55
13.83
e./ o
' C?
17
19.34
11.91
31.90
27.90
31.95
25.07
19.50
14.98
27.23
23.65
36.43
20.12
16.48
18.19
26. 16
30.84
15.01
15.24
21.95
16.64
27; 50
17.77
12.71
21.86
. 20.64
38. 19
28.95
18. 12
22.21
33.61
17.33
29.99
20.59
20.70
18.98
20.28
12.84
17. 93
15.67
12.33
26.69
16.37
20.45
15.74
18.47
17. 18
28.06
10.01
14.71
3.49
19.86
10.69
18.37
13.02
777.51
20.46
V *$
/ tfr
18
10.43
23.86
9.33
1.7.71
11. 98
11. 13
12.71
10.64
7.60
5.93
4.72
6.25
19.45
12.69
12.21
11.68
11.62
11.01
23.03
10. 12
8.98
4.40
13.11
7.54
14.43
10.23
488.47*
12.85*
7 &
^Gj
19
3.39
6.56
15.73
9.68
16.62
9.67
7.90
14.89
7.78
20.95
16.53
11.80
12.40
23.84
8.89
13.33
15. 18
f?. 94
7.29
7.98
3.86
6.75
3.66
5. 15
14.81
ti.21
8.79
8.61
;>. 55
8.36
'.6.08
3. 96
8.13
7.38
11.26
5.80
7.75
9.31
^ ?
Y $r
20
12.64
10.25
12.34
6.97
3.53
11.38
6.44
18.62
11.25
11.73
21.62
9.27
10.25
13. 57
8.94
7.04
8.60
5.04
5.66
6.06
4.67
17.48
10.39
10.70
9.86
6.58
8.80
15.04
4.68
8. 36
2. ?2
7.83
4.74
(*Extrapolnted)
-------
TABLE 2
AVERAGE PRECIPITATION FOR THE BASE PERIOD
Area, acres
Annual Precipitation,
:acre-feet per year
Precipitation, inches
Range
11-12
12-13
13-14
14-15
15-16
16-17
17-18
18-19
19-20
20-21
21-22 '
22-23
23-24
24-25
25-26
26-27
27-28
28-29
29-30
30-31
31-32
32-33
33-34
34-35
Average
11. 5
12.5
13. 5
14. 5
15. 5
16. 5
17. 5
18. 5
19. 5 ,
20. 5
21. 5
22. 5
23. 5
24. 5
25. 5
26. 5
27. 5
28. 5
29. 5
30. 5
31. 5
32.5
33. 5
34. 5
Total Basin
Basin Floor
100 100
26,785+ 26,650+
14,790+ 3,310+
21,520 2,200+
31,480 2,220+
33,490 950
25,700 430
17,480 70
13,050
10,000
8, 440
6,, 190
5, 470
4, 660
3, 850
3, 160
2, 880
2, 380
2, 010
1, 520
1, 360
1,010
460
70
Total
Basin
100
28,010
16, 640
22, 530
40, 605
46,050
37, 480
26, 950
21,210
17, 080
15, 120
11,610
10, 710
9, 510
8, 180
6, 980
6, 600
5,650
4, 940
3, 860
3, 570
' 2, 740
1,280
200
Basin
Floor
100
27, 715
3, 725
2, 660
2, 870
1, 310
630
110
Totals
240,000+ 37,000+ 347,665 39,220
-32-
-------
TABLE 3
STREAM FLOW INTO UPPER SAN JACINTO GROUNDWATER BASIN
(acre-feet)
Fiscal
Year San Jacinto River, Cranston Bridce
Ending Gagine station
1920
21
22
23
24
1925
26
27
28
29
1930
31
' 32
33
34
1935
36
37
38
39
1940
41
42
1943
44
1945
46
47
48
49
1950
51
52
53
54
1955
56
57
58
59
1960
61
62
63
64
1965
66
67
68 .
69
Mean
1922-23 to
1959-60
5,240
55. 400
11,640
3, 920
740
17,980
26,840
5,070
3,410
7,260
1,070
28,610
2, 180
820
5, 120
8,040
94,410
58,730
9,400
8, 150
55,350
7,540
23,780
7,020
14,750
4,620
2, 550
320
3,070
1,710
40
24, 340
3, 120
6, 560
1,070
1.750
1,070
31,010
2. 320
1,460
0
2, 570
250
1, 510
3,811
12, 493
26, 149
2, 197
59,198
12,810
Diversions
12,264
11,299
23,320
4, 170
13,850
10, 110
11, 100
8,980
12, 370
5, 180
11,410
8,640
7,790
6,010
10,270
12,770
12,610
11, 970
10, 620
10,630
13,200
1,490 .
1,220
1,300
870
460
500
3,650
1,940
810
1,650
1,230
370
1,210
910
4,030
7,080
3, 550
4,090
1, 870
4,000
2, 120
3, 910
3,967
8,791
9,624
8, 605
9,456
6,350
Total
67,664
22,939
27,240
4,910
31,830
36,950
16,170
12, 390
19,630
6,250
40,020
10,820
8,610
11, 130
18,310
107, 180
71,340
21,370
18,770
65,980
20,740
25,270
8,240
16,050
5, 490
3,010
820
6,720
3,650
850
25,990
4, 350
6,930
2,280
2,660
5, 100
38,090
5,870
5,550
1,870
6, 570
3, 370
5,420
7,778
21,284
35,773
10,802
68,654
19, 160
Bautista Indian Potrero
Creek Creek Creek
12,420 16,300
9,260 8,040
2,260 1,720
2,180 830
7,770 1,840
1,820
1,970
990
1,020
10 440
0 1,710
0
10
2, 920
0
350
20
350
0
2, 600
GO
10
0
20
0
10
10
370
600
81
1,582
1,020* 2,310* 1,940*
Poppet
Creek
5,860
4,000
550
740
3,490
970*
*Extrapolated by comparison with total flow of San Jacinto River into valley
-33-
-------
water will be included in the computations as surface runoff into the
basin.
Limited stream flow data, included in Table 3, exist for Bautista,
Indian, Potrero and Poppet Creeks. Mean flow values over the base
period 1922-23 to 1969-70 for these streams were extrapolated by
comparison with the stream flow in the San Jacinto River above the
diversions; i. e. , San Jacinto River gaging station flow plus diverted
flow.
Most of the surface runoff into the Upper San Jacinto Groundwater
Basin is represented by the flow in the five streams cited above.
Areas exist, however, that are not tributory to these five streams. To
delineate these areas, the runoff areas for the five streams have been
determined and the entire basin divided into 11 segments as shown on
Figure 12. Runoff coefficients were calculated for four of the five
runoff areas for which rainfall and stream flow data were available.
These coefficients were then applied to adjacent areas to obtain values
for the runoff as shown in Table 4.
The mean runoff reaching the basin floor, therefore, is seen to be
28, 590 acre-feet per year for the base period 1922-23 to 1959-60.
Of this amount, 19, 160 acre-feet per year is attributable to t h e San
Jacinto River.
Surface Outflow - The major surface runoff out of the groundwater
basin occurs near the northwestern end of the basin through the San
Jacinto River. Farther west on this river, a gaging station was opera-
ted at Elsinore from 1916-1951 and another at Railroad Canyon Dam
from 1952 to 1960. Data collected from these stations are presented
in Table 5 with allowances being made for evaporation from Railroad
Reservoir from 1927 to 1960 and diversions by Temescal Water Co.
Unusual accretions occurring during the construction of the San Jacinto
Tunnel are not included in these values. It appears r e a s o n a bl e to
combine the data from the two stations to obtain coverage for the base
period 1922-23 to 1959-60 and by so doing, the mean flow is found to be
9, 015 acre-feet per year. It was assumed by Fritz and Resell and will
be assumed here that 95% of 8, 565 acre-feet per year of t h e flow at
Elsinore originated in the San Jacinto Basin. (5)
-34-
-------
I
GO
CJ1
I
LEGEND
BASIN BOUNDARY
TRIBUTARY RUNOFF AREA BOUNDARY
R \ \ \|BASIN FLOOR
RUNOFF AREAS
FIGURE 12. RUNOFF AREAS TRIBUTARY TO THE UPPER SAN JACINTO
GROUNDWATER BASIN
-------
TABLE 4
!
SURFACE RUNOFF FROM AREAS TRIBUTARY TO
UPPER SAN JACINTO GROUNDWATER BASIN
Tributary Main
Mean stream Mean
A rea
number(a)
I
II
III
IV
V
VI
VII
VIII
IX
X
XI
rainfall(b)
Stream acre-feet
23,290
Potrero 31, 960
6, 280
Poppet 15,760
900
Indian
2, 360
San Jacinto 147, 770
6, 530
Bautista 37, 490
2,075
flow(c)
ac-ft
-
1,940
-
970
-
2,310
-
19, 160
-
1,020
-
Runoff runoff(c)
coefficient(d) ac-ft
1,425
0.0607 1,940
385
0.0616 970
55
2,310
225
0.1297 19,160
845
0.0272 1,020
255
Totals
25, 400
28, 590
(a) See Fig. 3 for location of areas
(b) By planimeter
(c) For base period 1922-23 to 1959-60
(d) Ratio-stream flow: rainfall
-36-
-------
TABLE 5
STREAM FLOW OUT OF UPPER SAN JACINTO GROUNDWATER BASIN
(Acre-Feet)
San Jacinto River
Fiscal Year Railroad
ending Elsinore Canyon Dam*
1923 670
1924 200
1925 80
1926 . 11,960
1927 83,400
1928 960
1929 690
1930 2,710
1931 960
1932 12,060
1933 650
1934 20
1935 240
1936 0
1937 78,610
1938 38,010
1939 5,980
1940 1,120
1941 54,010
1942 540
1943 14,330
1944 4,200
1945 2,330
1946 520
1947 270
1948 30
1949 10
1950 0
1951 0
1952
1953
1954
1955
1956
1957
1958
1959
1960
Subtotals 313,870 +2900**
Total 342,640***
Mean 1922-23 to 1959-60 9,015***
* Adjusted to include diversions and evaporation from Reservoir
** Estimated loss of 100 acre-feet per year due to consumptive use
by vegetation and percolation loss in 2-mile riverbed area from
Railroad Reservoir Station to Elsinore Station during 29-year
period 1922-23 to 1950-51. (Pg. 128, Young, Ewing & Blaney*4')
*** Combined to give record for entire period.
-------
Imports and Exports of Water
Water has been imported to the Upper San Jacinto Groundwater Basin
through the San Jacinto Tunnel since 1941-42. Records of the Eastern
Municipal Water District are summarized in Table 6. During the
period 1941-42 to 1959-60, the mean import was 1,930 acre-feet per
year.
The water that entered the basin during the tunnel construction years
of 1932-1939 has been essentially ignored, based on the following:
1. Its origin is not known and therefore whether it is an
export or import is not known;
2. A great portion of it occurred in 1938, a year of high
seasonal runoff and therefore any percolation would
be minimized;
3. The groundwater level was high or artesian in the area
of entry and therefore percolation would be negligible;
4. The proximity to the river bed and silty-clay soil
which helped to readily move the water out of the basin
and also to prevent percolation;'*'
5. The general lack of agricultural provisions to utilize the
varying flow.
Consumptive Water Use
One of the major items to be considered in any water balance is the
loss of water through consumptive use. The total water used in plant
growth, transpiration from the plant surfaces and evaporation from
the soil surface, depends on the geographical location and the land use.
The California Department of Water Resources made a land use survey
in 1964 for the entire Upper Santa Ana River drainage area''' and from
this information Table 7, a tabulation of the land use categories for
the Upper San Jacinto Groundwater Basin was prepared. Unit values
for consumptive use for this area were obtained from the report entitled
"Santa Ana River Investigation. "^ For the basin floor area of 37, 000
acres, the total consumptive u s e is calculated to be 61,830 acre-feet
per year.
-38-
-------
TAHLE 6
IMPORTS AND KXl'OHTS OF THE
UPPER SAN JACINTO GROUNDWATKR BASIN
Fiscal Year Exported Water Imported MWD Water
ending Acre-feet Acre-feet
L.H.M. W. P. Fruity ale Others Others E. M. W. D.
Diversions Wells
1922-23
24
25
26
27
28
29
1930
31
32
33
34
35
36
37
38
39
1940
41
42'
43
44
45
46
47
48
, 49
' 1950
51
52
53
54
55
56
57
58
59
1960
Total
Mean
~T
3,850
1922-23
to
1938-39
50% of mean
diversion
estimated
as export
see pg. 116
of (4)
I
[_
5, 320
5,320
6,600
745
610
650
435
230
250
1,825
970
405
825
615
185
605
455
2,015
3,540
1,725
2,045(b)
100,820
2,653
nr
5,700
150
425 1922-23
190 to
260 1938-39
185
245 80% of
65 mean pro-
125 duction
310 estimated
310 as export
265
210 see pg. 205
185 of (4>
180 j
160 5, 700(e)
250 5,700
180 5,700
385 5,700
380 6,770
420 6, 770
480 6,770
480(a) 6,770
~f 7,840
estimated 7,840
@ 530 AF 7,840
per yr. 'c' 7,840
8, 920
1 8,920,
j 8,920(c)
5, 750(cl) 9, 110(C>
1,580 8,770 208
3,080 6,800 298
3,610 5,770 468
4,460 7,800 471
3, 310(d) 8,760(f) 424
31,340 263. 560 1, 959
896 6,936 392
120
1,960
2,060
1,290
870
260
70
30
570
1,050
860
9, 140
832
780
250
2,400(S>
3,900
6,000
3,700
4,900
5,550(g>
27,480
3.440
Total of Means - Exported Water 10, 877
Mean, Total
Imported Water 1, 930
(a)
(b)
(c)
(d)
(e)
(f)
(g)
I3ased on estimate of 50% of diversions exported 1939-40 to 1959-60
25% of Mean of average from 1925-26 to 1946-47 (1,043) and average
from 1954-55 to 1967-68 (3, 185)
Based on estimate of 75% of production exported 1954-55 to 1959-60
1939-40 to 1953-54 estimated by R. K. Morton
1955-56 to 1959-60 based on SO'.'i export as per G. Black of Fruitvale
per 1967-68 production and export data
1954-55 to 1950-SO estimated by R. K. Morton based on EMWD
records and 1958-59 delivery tiata
-39-
-------
TABLE 7
CONSUMPTIVE WATER USE
Land Use Category
Water service area
a. Urban and suburban
Residential
Recreational residential
Commercial
Industrial
Consumptive Use
Total Consumptive Use rainfall only*
Area Unit Value Total Unit Value Total
(acres) Feet Acre-feet Feet Acre-feet
1, 990
1, 150
430
20
Unsegregated urban and suburban 1, 150
Included nonwater service area 2, 460
Gross urban and suburban 7, 200
b. Irrigated agriculture
Alfalfa 1, 380
Pasture . 1, 730
Citrus and subtropical 1, 810
Truck crops 440
Field crops 0
Desiduous fruits and nuts 1, 920
Small grain 2. 270
Fallow 760
Included nonwater service area 1, 420
Gross irrigated agriculture 11,730
Gross water service area 18, 930
II. Nonwater service area
a. Non-irrigated agriculture 11,240
b. Native vegetation* 2. 620*
c. Unclassified* 4.210*
Gross nonwater service area 18, 070
III. TOTALS 37,000
1.43
3.00
0.71
7.14
1.19
1.10
3.83
3.83
2.62
1.41
1.41
2.32
1.41
0.50
2.54
1.31
1.11
1.06*
2,846
3.450
305
145
1.368
2.706
10. 820
5.285
6,626
4,742
620
0
4,454
3,201
380
3, 607
28,915
39,735
14,724
2,908
4,463
22,095
61,830
1.06
1.06
0.71
1.06
1.06
1.06
06
06
06
06
06
06
06
0.50
1.06
1.06
1.06
1.06
2,109
1.219
305
21
1,219
2.608
7.481
1,463
1.834
1,919
466
0
2,035
2.406
380
1.505
12,008
19.489
11,914
2,777
4.463
19,154
38.643
*Estimated. Bui 71-64^7' shows total San Jacinto Sub-area to have 54, 930 acres of native
vegetation and 101, 580 acres of unclassified. The bulk of these areas were compensated
for in the tributary run-off discussion. The acreage estimates were based on * ' ' '
and<7>.
-40-
-------
For the calculation of the potential long-term yield, information on the
total consumptive use of the basin is not sufficient. It is necessary to
know the quantity of the precipitation runoff and imports entering the
basin which is consumptively used. This amount constitutes only one
part of the total consumptive use. The remainder represents con-
sumptive use of water originating in the basin as groundwater and
pumped to the surface for irrigation, water supplies, etc.
Two approaches can be used to calculate the partial consumptive use.
The first method requires a detailed knowledge of storm intensity.
duration and frequency, temperature, open water surface areas during
spreading and irrigation operations, percolation rates, and so forth.
Such information is only partially available for the Upper San Jacinto
Groundwater Basin.
The second method involves comparing unit consumptive use values
with the mean precipitation. For the base period, the mean precipita-
tion for the entire valley is found to b e on the order of 1. 06 feet per
year. Where the unit consumptive use values exceed this mean pre-
cipitation it is assumed that none of the precipitation reaches ground-
water storage. Rather,- it is all consumptively used. In two instances,
the unit consumptive use values are less than the mean precipitation.
The difference is assumed to represent accretion to the groundwater
storage. As determined earlier, the mean precipitation on the basin
floor was 39, 220 acre-feet per year. Of this quantity, the consumptive
use is calculated in Table 7 to be 38,643 acre-feet per year.
It should be recognized that deep penetration of precipitation is not
dependent only on yearly averages, but is a function of storm intensity,
duration, and frequency and other climatic conditions. In the Hemet-
San Jacinto area, the influence of these factors on groundwater accre-
tions is- quite small and can be neglected. Similarly, the small amount
of consumptive use from runoff and other surface waters entering the
valley will be neglected.
On this basis, the total consumptive use of water entering the valley is
calculated to be 38, 643 acre-feet per year.
Groundwater Flow
Subsurface flow is of little consequence in the safe yield calculation
for this basin. The restriction to subsurface flow both in and out of
the basin due to faults and bordering sediments of high impermeability
is made evident by records of water well 1 ev e 1 s as mentioned in
-41-
-------
Section IV. If there has been any subsurface inflow within the last 30
years caused by the reversal of groundwater gradients due to the basin
being overdrafted, it i s assumed here to be comparable to the amount
that possibly outflowed during the 30 years prior to that. Recent
surveys by the California Department of Water Resources indicate a net
inflow of 500 acre-feet per year. With these facts in mind, the net
groundwater flow during the base period was assumed to be zero.
The Potential Long-Term Yield
For this report, the potential long-term yield is defined as the annual
rate at which water can be withdrawn from the groundwater basin
without irreparably damaging this resource, while economically
supplying imported water to all users.
To further elucidate this concept, an equation for potential long term
yield is similar to that in use for safe yield and can be derived.
Consider the following cross-section of atypical drainage basin:
where:
I
X
P
E
W
o
i
surface inflow (runoff)
surface outflow (runoff)
imported water
exported water
precipitation
consumptive use (primarily evapotranspiration)
wastewater outflow
subsurface inflow
subsurface outflow
-42-
-------
The change in the total groundwater storage, ACS, can be defined a s:
AGS = (P+SI+I+GI) -(s0+E+x+w0+G0)
With the information developed earlier, the mean change in the ground-
water storage for the Upper San Jacinto Groundwater Basin can be
calculated thus:
P = 39, 220 acre-feet/year
Si = 28, 590
1=1, 930
Gi = _ 0
Inflow 69, 740 acre-feet/year
S0 = 9,015
E = 61, 830
X = 10, 877
W0 = 0 .
Go = 0
Outflow 81, 722 acre-feet/year
Mean change AGS = 11, 982 acre-feet/year
It is readily apparent that a large overdraft has been occurring for
many years from the Upper San Jacinto Groundwater Basin.
The equation for the potential longHerm yield differs only slightly from
the equation for AGS. In order to establish the potential long-term
yield equation, one additional step is necessary. As developed earlier
the consumptive use can be divided into two segments; first, con-
sumptive use of precipitation imports and runoff entering the basin and,
second, consumptive use of groundwater pumped to the basin surface,
or by the formula
E = Ep + Eg
where: E = total consumptive use = 61, 830
Ep = consumptive use of precipitation,
runoff and imports = 38, 643
E - consumptive use of pumped groundwater = 23, 187
o
The equation for the potential long-term yield can now be written as:
Potential long-term yield = (P + Si + I + G^ -(So + Ep + X + Go)
-43-
-------
or, substituting for GS:
Potential long-term yield - GS + E + WQ .
Finally, the potential long term yield can be calculated:
P =39, 220 acre feet per year ' So = 9, 015
Si = 28, 590 E - 38, 643
I - 1, 930 , X = 10, 877
' Gi = _0 '''., Go = 9. - ,v
69, 740 acre-feet 58, 535 acre-feet
per year per year
Inflow . Outflow
Potential long term yield = 11, 205 .acre-feet per year
Thus, the potential long-term yield of the Upper San Jacinto Ground-
water Basin is found to be 11, 205 acre-feet per year.
-44-
-------
SECTION VII
WATER QUALITY OF UPPER SAN JACINTO 'GROUNDWATER BASIN
Water quality of the existing shallow and deep groundwater, quality of
water spread, and quality of the shallow groundwater under the replen-
ishment area is discussed in this chapter. Also discussed are the
various procedures used in this study for tracing water quality and the
steps taken to prevent misinterpretation of water quality data obtained
to determine the extent of mixing and blending of t h e various waters.
Prior to determining the extent of mixing and evaluating the effects on
the existing water quality by the water being spread in the replenish-
ment .area, it should be noted that long-term trends or short-period
fluctuations in the quality of existing groundwater might b e occurring.
These fluctuations or trends could be taking place due to any of the
following factors:
1. Water may be pumped from deeper levels as the upper
water zones are depleted in this multilayered basin.
2. Reversal or modification of groundwater slopes and
flows due to large groundwater extractions.
3. Increased domestic, agricultural and commercial
activities throughout the valley and watershed.
4. Interconnection of different aquifers by piping along-
side the well casings'of the, multitude of wells that =
have been drilled.
The observed water quality data from wells might also have trends or
fluctuations not caused by mixing with the water being spread. Three
possible reasons for changes in o.b served water quality are:
1. Zones in which a well is perforated, together with
changing of pump capacity.
2. Modifications of a well or its pumping capacity.
3. Lack of backflow devices.
It has also been observed that the water quality around the replenish-
ment area is very inconsistent, .varying by a considerable degree in
areas both downstream and upstream of the ponds, as well as varying
-45-
-------
substantially in the same locations at different times. Further investi-
gation shows that the thermal conditions associated with the San Jacinto
fault and its offshoots are apparently responsible for these chemical
changes. An ideal example is the hot springs occurring near the Hot
Springs (Soboba) Fault.
Groundwater Quality (1915-1948)
In 1915 partial chemical analysis of three wells in and near the re-
plenishment area were made. * ' The total depth of these wells is not
known but the static water levels are assumed to be near the ground
surface since most of the wells in this area were artesian at that time.
The chemical quality of these three wells appears on Table 8. Also
shown are analyses of wells 4S1W 25M1 and 23N2, which are also near
the replenishment area. (Figure 13)
The historical chemical quality of t h e deep groundwater in and near
the replenishment area was quite similar to that found at present.
Recent Water Quality (1948-1965)
During the late 1940's and continually to the present, several agencies
have gathered water quality data within the basin. Unfortunately, most
of these data are from wells not in the replenishment area or are very
intermittent. Figure 14 is a plot of chloride concentration in Wells
No. 4S1W 26J1 and 4S1W26J2. This plot shows that the chloride con-
centration is rather stable over a six-year period.
The lack of sufficient long-term data prevents any substantial demon-
stration of water quality trends over the historical and recent periods.
However, the comparison of the three wells sampled in 1915 and Wells
No. 4S1W 25M1 and 4S1W 23N2 (Table 8) together with Figure 14,
indicate that the water quality has apparently remained fairly constant
under the replenishment area from 1915 to 1965.
Present Water Quality (1966-1970)
In conjunction with spreading secondary effluent in the replenishment
area which started in 1965, a fairly extensive program of water
sampling has been carried out. This program includes water samples
from:
-46-
-------
TABLE 8
Comparison of Chemical Quality of
Groundwater near Replenishment Area
Well No.
Waring No.
Waring No.
Waring No.
97
122
124
Date
10/1915
10/1915
10/1915
C03
mg/1
0
0
0
HCO3
mg/1
181
217
127
SO 4
mg/1
5
10
5
Cl
mg/1
11
17
9
Average of the
3 Waring Wells
4S1W-25M1
5/65
5/67
11/70
0
0
0
175
183
193
220
19
25
26
12
18
15
20
Total Filterable
Hardness Residue
mg/1 mg/1
99 21X)
147 260
88 160
111
134
147
160
210
243
179
270
Average of three
analyses from
25M1
4S1W-23N2
199 23
10/65
11/68
5/69
0
0
4
174
144
142
18
12
19
26
147
112
129
133
231
206
244
234
Average of three
analyses from
23N2
153
19
125
228
-47-
-------
SECTION
23
LEGEND ; ;
i WELL LOCATED AT START OF STUDY
WELL LOCATED IN 1968
02 WELL NUMBER
SECTION
24
REPLENISHMENT
AREA
SECTION
35
SECTION
, 36
T.4S. R.IW.
0 1000 2000
SCALE IN FEET
FIGURE 13. WELL LOCATION MAP
-48-
-------
§
£
^
o
o
o
UJ
9
a:
o
1956 1957 1958 1959 I960 1961 '1962
FIGURE 14. CHLORIDE CONCENTRATION IN WELLS - 4S IW, 26.JI 8.26J2
-------
1. Existing wells
2. New observation wells installed by District
3. 3/8-inch diameter pipes installed by the District
to act as piezometers to measure static water
level of the shallow groundwater under the
replenishment area
4. Sampling pans beneath a spreading basin, which
capture percolating water
Typical analyses of water being spread, water from wells, water
from piezometers and water from sampling pans are shown on Table 9.
Sulfate, chloride and electrical conductivity had been used as water
quality tracers for the first four years of the study. Results of the
analyses on samples from the newly-installed observation wells in 1969
showed that there were unusually high sulfate concentrations and con-
ductivity in t h e wells closest to the San Jacinto Fault zone. It is
believed the thermal condition associated with the fault is responsible
for these high readings. (A more extensive discussion of this is con-
tained in the well monitoring section.) Therefore, only chloride con-
centrations have been plotted for inclusion in this report.
Well Monitoring
Existing Wells - Some of the wells monitored in this program a r e
shallow (less than 200 feet deep with static water levels at 30 feet or
less below the ground surface) while others are quite deep (up to 840
feet in depth with static water levels of up to 250 feet below the
surface). It is possible that some of the shallow wells might be
chemically degraded through septic tank overflows, agricultural return
waters or dairy wastes. Any such degradation could be misinterpreted
as a chemical change in the well water due to spreading activities.
To verify chemical changes, chloride concentrations versus well depth
w ere plotted for the year s 1965, 1968 and 1970. (Figure 15)
It would not have been possible for the effluent to have percolated
through the soil and entered any of the above wells by 1965, since
spreading operations began in July of that year. However, by 1970
some of the effluent could have very easily reached some of the wells.
Figure 15 shows that the highest chloride concentrations are found in
the shallowest wells and that there has been no significant overall
change in the chloride concentrations in any of the wells. These data
indicate that there may be some chemical change in the shallow basin
occurring from sources other than the effluent being spread.
-50-
-------
TABLE 9
CHLORIDE, SULFATE, AND ELECTRICAL CONDUCTIVITY
IN WELLS, PIEZOMETERS AND OBSERVATION WELLS
Chloride
mg/1
Sulfate
mg/1
Electrical Conductivi
E.C.x
10° @ 25° C
Piezometers
C-3
D-4
D-3
X-O
Y-O
X-l
Y-l
5/67 1/70 4/70
133 140 152
126 144 150
144 140 144
142 156
270 274
5/67 1/70 .4/70
140 132 156
163 148 228
137 133 154
312 298
474 341
5/67
1100
1173
1274
1/70 4/70
1180 1160
1160 1320
1215 1430
1590 1590
2460 2180
Observation Wells
#1
#3
#5
#6
#7
#8
#9
#10
1/70 8/70
.22
34 42
84
42
54 '52
24 26
64 62
1/70 8/70
262
720 587
276
62
77 108
179 120
239 162
1/70
1255
1720
1350
705
835
915
985
8/70
2100
806
775
840
Irrigation Wells
11/68 1/70 4/70
11/68 1/70 4/70
11/68
1/70 4/70
23P5 120 132 130
5/65 11/68 4/70
23Q3 14 44 42
10/65 11/68 4/70
25G1 28 46 42
11/65 1/70 4/70
26G1 14 28 30
131 133 160 1050 1080 1150
5/65^ 11/68 4/70 5/65 11/68 4/70
. 2 44 77 290 525 537
10/65 11/68 4/70 10/65 11/68 4/70
25 106 149 526 725 777
11/55 1/70 4/70 11/65 1/70 4/70
15 35 53 310 510 475
-51-
-------
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Z
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O
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FIGURE 15.
- ^i
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JO
30
t
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><
Z
5
SRS*"
AnKJ
26D4
( }
2 ^
?<
23L
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i i i i
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o-U-l-.
-' f
-»^ «-
~>^
,, . i-
.-..._
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- , ^-, -
- -* *-
100 200 300 400 500 600 700 800 900 ,
DRILLED DEPTH OF WELL - feet ;
CHLORIDE CONCENTRATION IN WELL WATER
VERSUS DRILLED DEPTH OF WELLS
-------
Figures 16 and 17 show the chloride concentrations in wells for a ten-
year period, covering before and during the spreading of water in t h e
replenishment area. These monitored wells are in or near the re-
plenishment area and have the longest period of known available data.
Their depths vary from 296 feet to 820 feet, and they are located from
20 feet to 3100 feet outside the actual spreading area. All of the wells
were gravel-packed, with the exception of 4S1W 25D2, which was drilled
by Eastern Municipal Water District using a cable tool rig, and is
perforated at 170 feet which is believed to be below the percolated
wastewater. As would be expected, there is little or no change in the
chloride concentration in this well.
Since all the other wells are also within the area expected to be affected
and are all gravel-packed, it would be reasonable to expect an increase
in the chloride concentration in each one of them. With the exception
of Well 25M1, all the wells have shown some increase in chloride con-
centrations through 1968; after 1969 there is a decline in the level of
chloride.
The timing of the decline of chloride concentration in the wells in 1969
and 1970 seems to correspond well with the expected arrival of sub-
surface flow of the San Jacinto River which ran continuously for five
months during the 1968-69 winter. Apparently the higher quality water
which flows underground along the river channel has diluted the water
which enters these wells.
Observation Wells - The replenishment area was almost completely
encircled by existing wells that were available for monitoring. The
only area in which no wells existed was along the San Jacinto River to
the northwest and northeast. In o r d e r to complete the encirclement,
and also provide information in some other areas, an observation
network of 10 wells, shown on Figure 18, was installed in July 1969.
These wells were drilled with a 5-5/8" bit, cased with 2" PVC Schedule
80 pipe and gravel-packed. The driller's logs and perforation schedules
are shown in Section X. These wells have provided information as to
the chemical quality on both sides of the San Jacinto River.
It is interesting to compare the concentrations of chloride, sulfate and
electrical conductivity found in the new observation wells, several of
the piezometers and existing wells. Table 9 gives these data for the
sample points shown on Figure 19. The sample points closest to the
San Jacinto Fault system (X-l, Y-l, #1, #3, #6, #10 and 25G1),
exhibit higher electrical conductivity and much higher sulfate concen-
trations than those found at the other sampling points. The chloride
concentrations are much more consistent with those found at the other
sampling points.
-53-
-------
o>
E
i
o
z
UJ
o
o
o
UJ
Q
a:
o
o
6/69 DEPTH
TO WATER
-feet
DISTANCE FROM
REPLENISHMENT
AREA - feet
2502
o-o 25GI
o~--o 23Q4
23P4
1961
1962
1963
1964
1965
1966
1967
1968
1969
1970
FIGURE 16.
CHLORIDE CONCENTRATION IN WELL WATER
-------
80
70
60
^50
i
| 40
g 30
o
o
<> 20
UJ
Q
(E
g 10
I
o
0
FIGURE 17.
rnrg LEGEND
27fff WELL 6/69 DEPTH DISTANCE 1
^^ NO. TO WATER REPLENISHK
£ 44 feet AREA-fe
^tfH- o o 26GI 188 1850
t"ftf ° ° 26G3 175 2400
Hp:: o o 23Q3 181 1240
±tj^: o o 25MI 217 2400
[jj^jlllj^ UJ mm
LiLLl jJii I I 1 1 FT t[ "I "[TM'| |"LriTT4JJTrf 1 M 'TTrf 1 1 M i 1 1 Jf M ! 1
pl^i!^;;:^
1961 1962 1963 1964 1965 196
CHLORIDE CONCENTRATION IN WELL
-ROM $---: :::::: ::::J:::±:::r-Lg-±--.---L
IENT ^J-L +:t-:HJ:i::r;4J-D--4-::;:::
1 1 1 II
(-LLJ 1 L^ 1 1 L 1 | 1 1 1 1 1 1 . .
::g:| :::::: ::p[ :±ff : | |J ^g ^Eg
.-.14-4- niil -i-j-t-4- -J-ri ^-i-"- -LJ-M r [ * ' ' ' -~^r^-r-
^m9^^^mmmmm\
:E:E3^E|EEE;;iEi=EEEEE|EEEEEEEEEEE::EEEE:EEEEi
^^i?: _, 1_ ± -2--J-- -^ r ^ i-jJT "^^
---PI? t- -l-l j- "fill- .-l-i- .-rj h ---»--- I'M
i ^._J ^ j ^r_. 1 us* Nit--^j'"j
p "Tj~~1 1 P"^" TTT1 pj"1 I ' ni«<*rr rrH'1 p-n f^s*<^
I ___J__i_ -LJ I j L
._._ 1 ,.1 p 1 |..l 1 1 , p-i- 4-^-j.; M-*.}.(
ssslssllssilssllss
>6 1967 1968 1969 1970
WATER
-------
LEGEND
DRILLED 1966
DRILLED 1969
DRILLED 1970
"II || || - 1
FIGURE 18. OBSERVATION WELL NETWORK
-------
LEGEND
PIEZOMETERS
OBSERVATION WELL
IRRIGATION WELL
8.
23Q3
23P5
H
SAMPLING
PAN LOCATION
DER6IN ST.
n
1 1
II
II
1
II
sill >
"II "
II
n
n
n
M
'r~~l
»ii
211 8
511 Z
"II 5
-V_U- -
nn
1 1 1 1 1 1ST.
<
26GI
ri["
CZI
ST.
FIGURE 19. LOCATION OF PIEZOMETERS. OBSERVATION
WELLS AND EXISTING WELLS
-------
The high sulfates suggest the possibility that the .effluent has reached
these wells; however, the chloride content tends to co nt r a di c t this
suggestion. These conditions suggest that the fault system of the area
may be exerting some influence, perhaps by acting as a barrier which
creates a reservoir into which water leaching down from the hot springs
in the mountains would tend to increase the sulfate content.
In support of the above theory, examine Observation Well #3 and Well
25G1, located between the San Jacinto and Hot Springs Faults. Obser-
vation Well #3 has the highest sulfate content of any of the sampling
points examined, while Well 25G1 has had an increase of sulfate con-
centration from 25 mg/1 in 1965 to 106 mg/1 in 1968. Well #3 has
never been pumped; Well 25G1 was pumped heavily during 1964 and
1965 but has not been pumped to any great degree since. This could
mean that while Well 25G1 was being pumped heavily it drew water
from across the San Jacinto Fault and this water was of high quality.
When pumping stopped, local water adjacent to Soboba Hot Springs,
which is normally high in sulfates, moved back into the aquifer.
Piezometer Monitoring
Unfortunately, the piezometer network was not installed prior to the
start of spreading operations to establish background on the shallow
groundwater. As a result, there is no data available to establish the
presence or quality of water in th e area presently reached by the
spread water. However, the water found in the piezometers has con-
tinually been found to be of the same chemical quality as the water
being spread and is therefore considered to be the same water. It is
interesting to note that the first water found in the first piezometers
had very high total dissolved solids (TDS) but in a short time the high
TDS water disappeared. When additional piezometers were installed to
expand the network, these too had high TDS water at first. This
phenomenon, and other aspects of the piezometer monitoring program,
are discussed in Section X - Groundwater Investigation.
Water quality from a typical piezometer is shown in Table 10. All
chemical analyses obtained from the piezometers comprise Appendix 3
Volume II of this report.
Sampling Pans
A typical analysis of water from a sampling pan is shown in Table 10.
Discussion of these pans and the quality of the water collected
is contained in Section X.
-58-
-------
TABLE 10
TYPICAL WATER QUALITY OF
WELL, PIEZOMETER, SAMPLING PAN
AND RECHARGE WATERS
(milligrams per liter)
1965-68 Ave.
Quality of
Water Spread
Calcium
Magnesium
Sodium
Potassium
Ammonium
Carbonate
Bicarbonate
Sulfate
Chloride
Nitrate
Fluoride
Total Dissolved Solids
Boron
Methylene Blue
Alkyl Surfactants
pH
E.G. x 106
Hardness as CaCOg
Chemical Oxygen
Demand (Dissolved)
Suspended Solids
% Volatile Suspended
Solids
75
12
125
19
15
0
259
131
114
24
0.8
674
0.7
1.4
7.6
1053
208
20
-
-
Well No.
4S1W 25D2
@ 235'
11/1/68
44
2
23
3
trace
0
136
4
19
5
0.27
262
0.00
0.00
7.95
405
118
-
-
-
Piezometer
C-3
5/67
76
20
124
4
0.1
0
220
140
133
40
0.8
700
0.6
0.3
7.6
1100
276
18
0
-
Sampling Pan
6F
5/67 - 6/68
Average
'
-
-
-
-
-
-
-
-
12.4
-
-
-
0.51
-
-
-
13.9
2.0
32. 8
-59-
-------
Water Analysis^ Laboratory
Inthel950's, Eastern Municipal Water District had m a i nl y served
Colorado River water for both domestic and agricultural needs. In
I960, the District began construction to implement their earlier
planning for a wastewater collection, treatment and disposal system in
the Hemet-San Jacinto Valley. Prior to starting water reclamation,
the District had only a limited need for bacterial and/or chemical water
analyses, and the few necessary analyses were being run by local com-
mercial laboratories.
When this study was conceived, water analyses were to be run by com-
mercial laboratories. However, as the program developed, it was
apparent that a greater number of analyses than originally anticipated
would be desirable. This need, together with the increasing require-
ments of two water reclamation facilities, prompted the District to
purchase equipment and to establish a laboratory for complete chemical
and bacterial examinations of water and wastewater.
A laboratory was established at the Hemet-San Jacinto Water
Reclamation Facility. This laboratory presently performs all analyses
from the District's fresh water system, water reclamation facilities
and its research projects. The laboratory has been certified by the
State Public Health Department for complete chemical and bacteriolog-
ical examinations of water and wastewater. This research program,
Reutilization of Wastewater Recycled Through Ground Water, has
realized a substantial monitary savings by the establishment of this
laboratory.
-60-
-------
SECTION VIII
GROUNDWATER QUALITY - SPREADING BASIN INVESTIGATIONS
Selection of a site for groundwater recharge close to the treatment
plant, one containing sandy soils, or sand and gravel soils which
produce high infiltration and percolation rates, was made most difficult
because of industrial and economic considerations, the stigma attached
to an effluent storage area, and fear of possible degradation of ground-
water supplies. The most suitable locations are over seven miles from
the Hemet-San Jacinto Water Reclamation Facility. Construction
of a seven-mile force main could not be economically justified with the
amount of plant flow being discharged. Several other satisfactory
locations could be found closer to the treatment facility but these were
either privately owned or directly over a domestic water well system.
The privately-owned properties were not available at a reasonable cost
without undue delays. After considering the above factors, a spreading
basin site approximately four and one-half miles from the Wastewater
Treatment Plant was chosen and purchased by the District. (Figure 19)
This, site, designated the "replenishment a r e a . " is approximately 40
acres in area and is 1-1/2 miles northeasterly of the City of San
Jacinto. The replenishment area is geographically located within the
Pressure Area which was described in Section IV as having artesian
groundwater conditions. However, groundwater levels have lowered to
almost 200 feet in the past 25 years.
The replenishment area is situated in close proximity to the San Jacinto
River in what was probably part of the river channel in past times.
The geology of the area indicates it is underlain by irregular lenses of
sand and silt of varying thicknesses deposited by the runoff during
different storm periods, varying within each storm period as well.
The spreading basins were constructed in the replenishment area, as
shown on Figure 20, and are numbered by construction sequence.
Basins 1 through 4 were constructed in February 1965, while 5 and 6
were finished in May of that year. Basins 7 through 10 were con-
structed la/te in 1965 at a time when the existing basins had low
infiltration rates and it appeared that the then-existing basins were not
adequate to receive and percolate the entir'e daily plant flow.
The water percolated was secondary effluent from the Hemet-San
Jacinto Water. R e cl a m a t io n Facility, an activated sludge treatment
plant, which was pumped through a 14-inch force main, with eight-inch
feeders to basins 1 through 6, and 10-inch feeders to basins 7 through
-61-
-------
cr;
to
0 100 200 300
SCALE IN FEET
FIGURE 20. REPLENISHMENT AREA
-------
10. Each basin is filled through a separate water meter, except basins
5 and 6 which are filled through the same meter. These meters are
constantly being calibrated by the District and are accurate within
1 percent.
There have been times when a single water meter for basins 5 and 6
has been desirable and this, as well as several problems mentioned
later, have forced the joint consideration of these two basins. All the
calculations, graphs and tables consider basins 5 and 6 to be one basin.
Prior to the completion of the Hemet-San Jacinto Water Reclamation
Facility, the Board of Directors of Eastern Municipal Water
District approved the use of Colorado River water to begin the spread-
ing and replenishment demonstration. Spreading began in b a s i n s 1
through 4 on March 12, 1965, and in basins 5 and 6 on May 25, 1965.
On June 28, 1965, recharging with Colorado River water was stopped,
with 567 acre-feet having been spread in the first six basins. All six
basins were allowed to dry until July 20, 1965, when the spreading of
approximately 3 acre-feet per day of effluent from the Reclamation
Facility began.
Method of Spreading
Of prime importance in developing a spreading operation is the
optimization of the hydraulic loading, expressed as acre-feet per acre
per day, or feet per day, so as to minimize the land area necessary
fro spreading and to provide an optimum degree of tertiary treatment
effected by the soil so that the percolated water will receive a high
degree of tertiary treatment and will be of the highest quality possible
for subsequent beneficial uses.
Both of these objectives are related to the quality of the wastewater
and to the nature of the soil system. However, for any given waste-
water and soil system, both objectives are a function of the method of
spreading. The method of spreading effluent which the District has
found to be most satisfactory is the intermittent flooding of the basins
so that they are alternately wet and dry.
The intermittent spreading cycle has been varied during this study. A
three-day cycle, where the basin receives water for one day and dries
for two days, was found to produce the optimum infiltration rate. How-
ever, it was necessary during the heavy rains of the winter of 1968-69
to extend this to a four-day cycle to provide additional spreading area
to compensate for increased plant flow and rainfall in the area and to
-63-
-------
overcome the extremely high water table which reduced the infiltration
rates.
The amount of water pumped into the basin in order that it be wet for
only 24 hours was determined by the infiltration rate for that basin
during its last cycle multiplied by its area. Since a volume of water
is spread every day, slight variations in any set intermittent cycle
were necessary, but these variations were minimized by careful
sequencing and use of multiple basins.
During early stages of spreading Colorado River water, the' four basins
were not free of ponded water before they were refilled. Effectively,
the spreading operation was one of constant spreading rather than
intermittent cycling. In May 1965, the spreading method was changed
so that a three-day intermittent cycle was attained in basins 1 through
4. Basins 5 and 6 were put into operation and constantly flooded as a
unit similar to the operation previously used in the original four basins.
The effluent was initially spread in each basin using the three-day
cycle in basins 1 through 4 while basin 5-6 was constantly flooded to
take advantage of the high evaporation rate (on the order of 4 to 5 feet
annually) occurring in the semi-arid region of th e Hemet-San Jacinto
Valley. If basins 5-6 had been used intermittently at that time, it is
doubtful if sufficient water would have infiltrated the soil. With the
completion of the four additional basins in January 1966, basin 5-6 and
the new basin 7 were put on the intermittent 3-day cycle. Basins 8
through 10 were held as standby basins to receive the water while other
basins were shut down for maintenance or to receive occasional high
plant flows. At the completion of the demonstration grant there were a
total of 10 basins in the replenishment area with a total spreading area
of 15. 9 acres.
I
The three-day cycle was continued through the first four years of the
program with good results. However, the heavy and prolonged rainfall
which occurred during the late 1968 and ealy 1969, together with an
increasing plant fl o w , forced a change in the cycle. The four-day
cycle has proved to be the most desirable since late 1969 and is
presently being used.
To December 31, 1970, 6,482 acre-feet of water was spread,
567 acre-feet o f which was Colorado River water and 5, 915 acre -
feet was secondary effluent.
-64-
-------
Infiltration Rates
A separation by basins of the total amount of water spread is shown in
Tables 11 through 16. Each table shows the amount of water applied to
a basin monthly, as well as computed monthly average infiltration and
hydraulic load rates. While both rates have the same units of measure-
ment, feet per day, they are different measurements. The monthly
infiltration rate is the arithmetic average of the daily infiltration rates
which are calculated only when a basin has water in it. The formula
shown below is used to calculate infiltration rates:
IR = Vm + (h) (A) -Ve + Vp xJ24 hours.
(A) (T) day
when Ir = Infiltration Rate (acre-feet per acre
per day, or feet per day)
Vm - Volume of water through meter during
time T (acre-feet)
h = Change in water surface elevation
during T (feet)
A = Area of particular spreading basin (acres)
Ve - Volume of water evaporated (acre-feet)
Vp = Volume of precipitation (acre-feet)
T = Time (hours, maximum T = 24 hours)
Thus the infiltration rate obtained by the above calculation measures
the velocity with which water passes the soil-water interface. Graphs
developed from Tables 11 through 16.are shown on Figures 21 through
26.
!
All basins exhibit apparent increases in the infiltration rates during
the summer and decreases during the winter. These rate changes can
probably be atrributed to the change in water viscosity due to water
temperature changes. Fluctuations of short duration in the infiltration
rates are mainly,caused by either a heavy load of suspended solids
and/or algae buildup in the pond. During the first few months after the
Hemet-San Jacinto Water Reclamation Facility started operations the
heavy load of suspended solids in the effluent sealed the basin soil,
thereby necessitating scarifying of t h e soil. The rippers used to
scarify were approximately 12 inches long and 9 inches on center.
After scarifying, the basins showed an increase in infiltration rates.
During November and December 1965, and January 1966, all spreading
basins exhibited a decrease in infiltration rates using a spreading cycle
of one day wet, two days dry. The basin soil was not drying within two
days and a slime layer, apparently al ga e , on the wet basin was
-65-
-------
TABLE 11
MONTHLY HYDRAULIC LOAD AMD INFILTRATION RATES FOR
BASIN NO. 1
Vol. of Water
Average
Applied _ Hydraulic Load
Date
Colorado River Water
March 196 5
April
May
June
Reclaimed Water
July 1965
August
September
October
November
December
January 1966
February
March
April
May
June
July
August
September
October
November
December
January 1967
February
March
April
May
June
July
August
September
October
November
December
acre feet
45.107
44.852
45.824
41.288
5.764
14.983
2.900
2.676
-
-
-
2.778
6.292
7.245
6.391
6.906
1.948
7.979
7.890
5.679
4.414
. (h)
2.254
6.591
10.188
10.054
20.646
16.356
23.957
13.389
11.509
(a) Began spreading March 12 - 20 days in
(b) Began spreading July
feet /day
/ \
2.37(a)
1.49
1.48
1.45
.55
-
-
-
. 16*e'
.21
.25
.22
.24
.21^'
.27
..28
.19
, .15
.08
.22
.36
.34
.70
.57
.82
.47
.39
month
21-11 days in month
(c) Basin scarified September 28
(d) Stopped spreading in
basin - 20 days in
(e) Began spreading February 11-18 days
month
in month
(f) Basin scarified March 4
(g) 10 days in month
(h) Basin drying, December through March
(i) Basin scarified June
9, 1967
, to install sampler
Average
Infiltration Rate
feet/day . _
2.37
1.63
1.68
1.64
1.08
0.59.
0.16(c)
0.56
0.58
0.80U'
1.07
0.94
1.03
1.03
1.03
1.95
.74
.66
.47
.83
1.54«
1.56
1.80
1.92
2.00
1.44
1.24
-66-
-------
Table 11 continued
Reclaimed Water
January 1968
February
March
April
May
June
July
August
September
October
November
December
January 1969^
February
March
April
May
June
July(1)
August
September
October
November
December^)
January 1970
February
March
April
May
June
July-
August
September
October
November
December
Total to Date
Average
Vol. of Water
Applied
acre feet
3.995
8.556
6.167
16.456
4. 361^
14.720
12.362
13.335
12.839
13.290
11.986
12.456
9.424
9.044
10.617
9.313
11.013
7.614
15.415
6.031
11.417
13.567
6.862
4.526
4.800
2.902
3.502
2.000
3.981
2.761
3.081
3.541
3.276
3.841
655.511
Average Average
Hydraulic Load Infiltration Rate
feet/day feet/day
.14 1.26
.31 1.89
.22 1.46
.58 1.91
.52 2.10
.44 2.14
.45 1.91
.44 1.83
.45 1.61
.44 1.50
.41 1.31
.32 1.21
.34 1.12
.35 .73
.31 .50
.37 .40
.26 .34
.50 .70
.20 .76
.38 .81
.46 .97
.23 ' .74
.17 .62
.16 . .54
.10 .50
.12 .48
.07 .37
.14 .46
.09 .50
.11 ..56
.12 .50
.11 .48
.13 .47
24.13 67.28
.40 1.10
(j) 10 days in month
(k) Began sprinkling effluent behind Reclamation Facility 1/6/69
(1) Began delivery at Record Meter 7/2/60
(m) Drying for week control
-67-
-------
TABLE II
MONTHLY HYDRAULIC LOAD AND INFILTRATION RATES FOR
BASIN NO. 2
Vol. of Water Average Average
Applied Hydraulic Load Infiltration Rate
Date acre feet feet/day _ feet/day
Colorado River Water
March 1965 17.784 . 9(Pa' 1.38
April 15.096 .46 .46
May 8.699 .26 .40
June 5.406 . 18 .48
Reclaimed Water
July 1965 2.502 . 19(c) .47
August 6.714 .20 .60
September 4.908 .16 . 38^
October 5.434 .18 .53
November 5.750 .17 .50
December 7.703 .23 .43
January 1966 3.362 .10 .30
February 3.366 .11 . 36(e)
March 3.554 .10
April . 4.191 .13 .49
May 4.464 ' . 13 .56
June 4.062 .12 .54
July 2.131 . 18 - (h) - M
January 1967
February
March ,-\ /-i /-\
April .962W . 08(l) . 28(l>
May 6.787 .20 .59
June 2.816 .09 .62
July 1.660 .17ti) .65
August 9.932 .29 .82
September 7.607 .23 .81
October 1.081 - . 20^k) .49
November
December 4.542 .13 1.05
Area = 1. 10 acre
(a) Began spreading March 14-18 days in month
(b) 27 days in month
(c) Began spreading July 20 - 12 days in month
(d) Scarified 9/13
(e) Basin scarified February 23
(f) Began spreading every 4th day. March 2
(g) 11 days in month
(h) Basin drying, December through March, to install sampler
(i) 11 days in month
(j) 9 days in month
-68-
-------
Table 12 continued
Date
January 1968
February
March
April
May
June
July
August
September
October
November
December
January
February
March
April
May
June
Vol. of Water
Applied
acre feet
5.913
4.973
- (1)
5.749
4.290
10.681
11.244
. 8.568
9.583
.839
,138
.092
.081
3.761
2.897
3.471
2.983
7.
6.
4.
3.
Average
Hydraulic Load
feet/day
. 17
.16
- (1)
. 17
.13
.31
.36
.26
.28
.24
. 18
. 12
. 10
.11
.09
.10
.09
Average
Infiltration Rate
feet /day _
.52
.55
. (1)
.65
.58
.80
.73
.57
.56
.48
.38
.26
.20
.18
. 16
.15
. 17
August
September
October
November
December'0'
January 1970
February
March
April
May
June
July
August
September
October
November
December
12.317
5.976
9.833
12.111
9.293
2.969
2.423
7.794
3.798
1.177
4.301
3.845
4.399
3.761
2.891
3.541
.36
.18
.29
.37
.27
.10
.07
.23
.11
.04
.08
. 11
.13
. 11
.09
. 10
.44
.49
.50
.55
.46
.40
.34
.40
.38
.40
.46
. 50
.53
.48
.44
.41
Total to Date
Average
348.251
11.35
.19
30.87
.51
(k) 5 days in month
(1) Basin drying for Dike Repair & Weed Control
(m) Began sprinkling effluent behind Reclamation Facility 1/6/69
(n) Began delivery at Record Meter 7/2/69
(o) Drying for Weed Control
-69-
-------
TABLE 13
MONTHLY HYDRAULIC LOAD AND INFILTRATION RATES FOR
BASIN NO. 3
Vol. of Water Average Average
_Applied Hydraulic Load Infiltration, Rate
Date Acre feet feet/day feet/day _
^Colorado River Water
March 1965 21.482 . 98(a) .91
April 17.439 .51 .53
May 10.944 .31 .49
June . 9.088 .26 .59
Reclaimed Water
.18(b) .40(c)
.07 .38
.14 .40
.19 .50
.16 .38
.26 .32
.09 .26
.19 .29(d)
.09 .29^
.11 .42
.13 .47
.17 .50
. 17(f) .61
.17 .51
.17 .39
.12 . .40
.13 .38
.14(g). .24
.09 .21
.07 .27
.07 .32
.03 .28
.07 .52
. 24W . 73
Area =1.15 acre
(a) Began spreading March 13 - 19 days in month
(b) Began spreading July 20 - 12 days in month
(c) Basin scarified September 15
(d) Basin scarified February 23
(e) Began spreading every 4th day, March 6
(f) 11 days in month
(g) 11 days in month
(h) 6 days in month
July 1965
August
September
October
November
December
January 1966
February
March
April '
May
June
July
August
September
October
November
December
January 1967
February
March
April
May
June
July
August
September
October
2.505
2.556
4.967
6.680
5.623
8.138
3.081
6.028
3.043
3.829
4.566
5.144
2.200
6.135
6.003
4.199
4.386
1.789
3.230
2.139
2.422
.928
2.471
3.645
1.662
-70-
-------
Table 13 continued
Date
November
December
January 1968
February
March
April
May
June
July
August
September
October
November
December
January 1969^)
February
March
April
May
June
July(m)
August
September
October
November
December
January 1970
February
March
April
May
June
July
August
September
October
November
December
Total to Date
Average
Vol. of Water
Applied
acre feet
2.605
4.535
5.547
(W
3.212
2.856
3.766
3.634
3.594
3.459
856
852
898
107
2.954
3.614
2.534
2.483
.323
1.215
1.305
1.278
2.215
2.049
3.092
1.566
1.761
1.348
1.651
330.631
Average
Hydraulic Load
feet/ day
.07
.13
.17
- W
. 35(j)
- (k)
.08
.11
.11
10
.10
.08
.08
.09
.09
.09
.10
.07
.07
.01
.04
,04
.04
.06
- fa)
.06
.09
.05
.05
.04
.05
7.84
.14
Average
Infiltration Rate
feet/ day
57
43
65
- W
56(3)
- (k)
35
.42
39
35
30
22
19
18
13
14
.17
.13
.28
. 24
.20
. 20
.18
.24
- fa)
.28
.35
.38
,36
.30
.32
21.64
.37
(i) Basin dry for Dike Repair
(j) 8 days in month
(k) Basin dry in May and June to apply rock
(1) Began sprinkling effluent behind Water Reclamation Facility 1/6/69
(m) Began delivery at Record Meter 7/2/69
(n) Basin drying for Weed Control
-71-
-------
TABLE 14
MONTHLY HYDRAULIC LOAD AND INFILTRATION RATES FOR
BASIN NO. 4
Vol. of Water Average Average
Applied Hydraulic Load Infiltration Rate
Date acre feet feet/day feet/day
Colorado River Water
March 1965 25.639 .99^ 1.15
April 27.679 .71 .75
May 16.728 ' .42 .63
June 8.729 .22 .62
.25(b) .37
.10 .26
.14 .18(c)
.17 .38
.15 .40
.14 .19
.09 .25
. 10 . 24(d)
.09 . 28(e)
.14 .34
.15 .40
.13 .50
. 12(f) . 73
.17 .47
.17 .33
.12 .42
.10 .29
. 21 .61
.08 .16
.06 .18
.07 .29
.04 .37
.13 .36
.06 .72
.05 .59
.33 .82
.29 .68
. 17
Reclaimed Water
July 1965
August
September
October
November
December
January 1966
February
March
April
May
June
July
August
September
October
November
December
January 1967
February
March
April
May
June
July
August
September
October
3.892
3.905
5.306
6.910
5.725
5.449
3.698
2.472
3.779
4.225
5.847
5.113
1.899.
6.643
6.558
4.987
3.908
1.636
3.212
2.208
2.845
.1274
5.203
2.502
2.069
13.110
11.137
4.337
Area - 1.29 acre
(a) Began spreading March 12 - 20 days in month
(b) Began spreading July 20 - 12 days in month
(c) Basin scarified September 28
(d) Basin scarified February 23
(e) Began spreading every 4th day
(f) 12 days in month
(g) 6 days in month
(h) 20 days in month
-72-
-------
Table 14 continued
Date
Vol. of Water
Applied
acre feet
Average
Hydraulic Load
feet/day
Average
Infiltration Rate
feet/day
November
December
January 1968
February
March
April
May
June
July
August
September
October
November
December
January 1969^
February
March
April
May
June
August
September
October
November
December
January 1970
February
March
April
May
June
July
August
September
October
November
December
Total to Date
Average
4.154
2.299
6.125
1.869
3.061
690
870
016
856
581
321
6.483
6.349
3.599
1.806
2.701
1.973
2.605
2.200
2.777
530
,335
,534
2.376
1.948
1.840
2.317
.000
337
,486
,310
1.561
312.333
.10
,06
,16
,05
,08
,09
, 10
, 17
,20
,20
, 18
, 17
, 16
,09
.05
.07
.05
.07
.06
,07
.01
.04
.04
.06
.05
.05
.06
.05
.03
.04
.03
.04
8.84
. 14
,35
, 31
,64
,25
,25
,44
,49
,42
, 47
,49
, 41
,39
,28
,20
, 17
,15
,13
, 16
,18
,28
.22
19
. 14
.16
. 17
. 19
.26
.29
.33
. 31
.28
.31
24.03
.38
(i) Began sprinkling effluent behind Reclamation Facility 1/6/69
(j) Began delivery at Record Meter 7/2/69
-73-
-------
TABLE 15
MONTHLY HYDRAULIC LOAD AND INFILTRATION RATES FOR
BASIN NO. 5-6
Vol. of Water
Applied
Date acre feet
Average
Hydraulic Load
feet /day
Average
Infiltration Rate
feet /day
Colorado River Water
March 1965
April
May
June
Reclaimed Water
July 1965
August
September
October
November
December
January 1966
February
March
April
May
June
July
August
September
October
November
December
January 1967
February
March
April
May
June
July
Area = 1. 93 acre
(a) Basin area 2. 14
(b) 10 days in month
(c) Began spreading
60.347
32.365
18.099
46.757
57.889
52.625
63. 336
55.032
14.518
3.468
34.412
36.240
31.153
40.576
20.628
42. 397
31.767
51.002
42.695
-
-
12.637
25.200
34.080
32.087
67. 908
35.334
July 27-5
91
;50(a), (b)
. 62
.75
.90
1.51
.97
.83
.24
-------
Table 15 continued
Date
August
September
October
November
December
January 1968
February
March
April
May
June
July
August
September
October
November
December
January 1969(m>
February
March
April
May
June
July*")
August
September
October
November
December
January 1970
February-
March
April
May
June
July
August
September
October
November
December
Total to Date
Average
Vol. of Water
Applied
acre feet
48.630
58.216
40.494
18.636
29.517
18.412
24. 892
42.022
29.018
32.879
30.888,
'29. 336 >' ' <
31.746. '
39.637;
43.083:'
30.727
19. 642
13. 163
9. 187
18.176
16.214
19.614
16. 113
24. 391
26.083
-
16.203
26. 525
30.732
13.446
43. 428
31.908 -
32. 999
25.495
21.676
22. 698
39.336
46.665
37.861
30.431
41.203
2,113.974
Average
Hydraulic Loajj
feet /day
.82
1.10
1. 10
.32
.49
. 31
.44
;73
. 50
.53
.53
' ' , . 48
;. 52
'. 67
'. 70
. 51
.32
.22
.17
..30
.27
.32
.30
.39
.42
.26
.44
.49
.22
.78
.52
.56
.42
.37
.37
.64
.79
.63
. 53
.69
,38.53
. 58
Average
Infiltration Rate
feet/ day
1.81
1.73
1.41
1.34
1.14
1.29
1.28
1. 18
1.03
1. 17
1.22
1.06
1. 14
1.33
1.28
1. 11
.98
.62
. 58
.41
.33
.36
.50
. 56
.68
. 57
.70
.76
.80'
1.45
1.25
1.03
.88
.98
.38
1. 19
1.25
1. 16
1.08
1.20
85. 24
1.29
(m) Began sprinkling effluent behind Reclamation Facility 1/6/69
(n) Began delivery at Record Meter 7/2/69
-75-
-------
TABLE 16
MONTHLY'HYDRAULIC LOAD AND INFILTRATION RATES FOR
BASIN NO. 7
Vol. of Water
'Average
Average
Anolied Hvdraulic Load Infiltration Rate
Date
Reclaimed Water
January 1966
February
March
April
May
June
July
August
September
October
November
December
January 1967
February
March
April .
May
June
July
August
September
October
November
December
January 1968
February
March
April
May
June
July
August
September
October
November
December
Area - 2. 70 acre
(a) Began spreading
(b) Began spreading
(c) Basin scarified
(d) 11 days in month
(e) 22 days in month
(f) 5 days in month
(g) 3 days in month
acre feet
32.866
34.538
19.731
17.999
18.050
21.413
8.708
26.090
28.112
27.239
23.268
26.527
45.848
46. 140
48.368
30.482
29.553
7.382
3.394
73.538
31.866
32.641
26'. 927i
24.173
30.482
33. 480
30.780
33.678
35.263
39.707
34.561 '
31.798
26.784
January 7-25
every 4th day,
feet/dav
.49
.46
.24
.23
.22
.26
.29
.31
.35
.23
.29
.45
.55
.60
.58
.38
.35
Is \
. 55(f)
. 42
. 91
.38
..39
.34
.30
.37
.40
.38
.40
.42
.49
.41
.39
.32
days in month
March 3
feet /day
. 70
>77(b), (c)
1.05
.98
1.10
1.00
.97
^94
1.03
1.00
.94
. 1. 18
.89
.83
.62
.64
.97
1.28
. 1.26
1.18
.74"
.69
.71
.51
.58
.62
.65
.78
.73
.86
.80
.74
.67
-76-
-------
Table 16 continued
Date
January 1969(h)
February
March
April
May
June
July(i)
August
September
October
November
December
January 1970
February
March
April
May
June
July
August
September
October
November
December
Total to Date
Average
Vol. of Water Average Average
Applied Hydraulic Load Infiltration Rate
acre feet feet/day feet/dav
20.088
13.608
18.083
14.413
17.417
15.408
18.316
21.880
47.593
24.675
26.136
22.486
24. 322
25.662
19.437
45.833
1,356.703
.24
.18
.22
. 18
.20
. 19
.22
.26
.57
.30
.31
.28
.29
. 31
.24
.55
17.69
.36
.60
. 55
.40
.24
.28
.32
.28
.33
1.05
.76
.72
.82
.68
.63
.48
.99
37.54
.77
(h) Began sprinkling effluent behind'Reclamation Facility 1/6/69
(i) Began delivery at Record Meter 7/2/69
-77-
-------
o-o INFILTRATION RATE
HYDRAULIC LOAD RATE
0.0
1965 1966 1967 1968
1969
1970
FIGURE 21. BASIN NO. I - MONTHLY INFILTRATION 8 HYDRAULIC LOAD RATES
-------
LEGEND
INFILTRATION RATE
HYDRAULIC LOAD RATE
0.0
1965 1966
I9S7
1968 1969
1970
FIGURE 22. BASIN NO. 2 - MONTHLY INFILTRATION 8 HYDRAULIC LOAD RATES
-------
rrrtt
P"| P
i.mtrr
tHrt
Till
Wi
: W tt
litl
urn
-Ur: r
LEGEND
oo INFILTRATION RATE
HYDRAULIC LOAD RATE
3.0
2.5
2.0
1.5
1.0
0.5
0.0
m
33:
mt ^
.H:i± 3
i
£4+
ctiir
(T
UJ
Q.
UJ
UJ
I965
I966 I967 I968 I969
19 70
FIGUR 23. BASIN NO. 3 - MONTHLY INFILTRATION S HYDRAULIC LOAD RATES
-------
cr
tu
a.
UJ
UJ
LEGEND
o--~o INFILTRATION RATE
HYDRAULIC LOAD RATE
1965 1966 1967 1968
1969 1970
FIGURE 24. BASIN NO. 4 - MONTHLY INFILTRATION a HYDRAULIC LOAD RATES
-------
cc
1C
LEGEND
o o INFILTRATION RATE
HYDRAULIC LOAD RATE
1965 1966 1967 1968 1969 1970
FIGURE 25. BASINS NO. 5 & 6 - MONTHLY INFILTRATION 8 HYDRAULIC LOAD RATES
-------
I
03
OO
3.0
2.5
2.0
a.
o.o
LEGEND
o 0 INFILTRATION RATE
HYDRAULIC LOAD RATE
1965 1966 1967 1968 1969 1970
8 s i 3 a
FIGURE 26. BASIN NO. 7 - MONTHLY INFILTRATION a HYDRAULIC LOAD RATES
-------
inhibiting infiltration rates. A four-day cycle, one wet - three dry,
allowed sufficient drying to minimize the effect of the algae, but
thorough drying was not the complete solution as the basins were con-
tinuing to r e c e iv-e : alga e from the storage ponds at the Hemet-San
Jacinto Water Reclamation Facility. These storage ponds at
the Reclamation Facility were intended to be used as large "wet wells"
from which a constant flow of various magnitudes could be pumped to
the spreading basins rather than pumping the fluctuating flows which
are typical of treatment plants. A different pumping method was
worked out which took the effluent directly from the treatment plant to
the spreading basins, bypassing the storage ponds. This method was
made operational in June 1966 and eliminated the heavy algae loading
the the need at that time for the four-day cycle.
The infiltration rates started increasing in March 1966, when the four-
day cycle was in use and continued to increase through July 1966, with
the new pu mp ing method and a three-day cycle. The four-day cycle
was dropped during the summer of 1966 .because it was not necessary,
and it was used only sparingly during the following winter. During the
spring and summer of 1967 the cycle was again modified as all of the
basins demonstrated a rise in infiltration and hydraulic load rates, and
it was not possible to match perfectly a three-day cycle to both the
quantity of flow and the number of basins. Thus, the number of basins
in use was reduced and the cycle was as follows: Basins 1, 2 and 4
wet one day, dry three days; basin 5-6 wet two days, dry two days.
Thus, basin 1 received all the flow for one day; the next day's flow was
divided between basins 2 and 4; basin 5-6 received the flow for the next
two days; and then the cycle repeated. Basins 3, 7 and 8 were not used
during these months as they were not needed. As can be seen from
Figures 21 through 26, this method obtained high continued rates during
1967, but each basin exhibited a typical predictable decrease in rates
during the winter of 1967-68. During the 1967-68 winter, basin 7 was
used and this permitted continuation of the cycle.
During the spring and summer of 1968 the same cycle was continued,
as was the use of basin 7. The plant flows had increased enough by the
summer of 1968 that it was necessary to operate basins 8, 9 and 10
occasionally in order that the other basins might dry. The 1968-69
winter brought with it unusually heavy and prolonged rainfall which
resulted in runoff entering the sewerage system with resulting
increases in the flow to the spreading basins. The San Jacinto River
flowed continuously for 5 months, creating a very high water table in
the replenishment area. The spreading cycle had to be completely
abandoned as all basins were full by February 1969.
-84-
-------
Supplementary methods of disposal had to be initiated to alleviate part
of the hydraulic load on the basins. A sprinkling operation on District-
owne'd property at the Reclamation1 Facility was begun in February 1969
and a local farmer began using effluent for irrigation of approximately
300 acres of permanent pasture in July 1969. These additional disposal
methods have allowed the water levels in the replenishment area to
subside and the basins returned to a cycle. The pasture irrigation
operation is continuing with approximately two-thirds of t h e effluent
being used for that purpose. Beginning in January 1970, a revised
spreading cycle was instituted a n d is presently in use. In this cycle,
basins 1 through 4 each receive one day's flow per week and basin 5~6
receives the flow the remaining three days. Basins 7 and 8 are used
when other basins are dried for maintenance. This cycle has produced
good results at the reduced flow, producing an infiltration rate of 0. 63
feet per day in basins 1 through 7.
Since their construction in 1965, basins 8, 9 and 10 have not been
continuously used. These three basins have been used only for storage
while other basins are drying for maintenance, or during periods of
heavy rainfall and subsequent runoff. However, since need for storage
has been intermittent, infiltration and hydraulic load data are also
intermittent. Thus these scattered data have been omitted from both
the tables and graphs.
It is apparent that the infiltration rate is affected by many factors, of
which few can be easily and economically controlled. Once the site for
spreading is selected, one of the most important controllable factors
is the intermittent cycle in use. A second controllable factor is the
amount of non-filterable residue in the effluent. A good activated
sludge treatment plant effluent will usually have less than 15 milli-
grams per liter non-filterable residue. However, if the effluent is
stored without some means of algae control, algae blooms can cause a
non-filterable residue increase of more than 10 times normal. Algae
blooms will also occur if basins are not allowed to dry.
The single fact that the infiltration rate is high doesn't necessarily
indicate that a large volume of water is infiltrating the soil. The
purpose in determining the infiltration rates relates to the need to
percolate as much water as possible in the smallest area possible. A
better'parameter than infiltration rate for measuring the overall
efficienty of land area-water volume relationship over a period of
time is the hydraulic load rate.
-85-
-------
Hydraulic Load Rates
The average hydraulic load rate, as defined in the Report of Research
on Wastewater Reclamation at Whittier Narrows, equals the total
volume of water applied during the month divided bythe number of days
in the month divided by surface area of the basin. '^' Thus, hydraulic
load can be used to show the amount of water infiltrating the ground
during any period of time regardless of the wet-dry spreading cycle
used. Hydraulic load rate is a meaningful parameter and can be used
to directly compare soils or spreading basins which are being used
with different spreading cycles. Hydraulic load rate, by its definition,
is equal to the infiltration only when a basin is constantly wet. Tables
11 through 16 show the hydraulic load for each spreading basin,
together with the infiltration rates and various unusual factors which
had a bearing on either the hydraulic load or the infiltration rate.
Figures 21 through 26 include graphs of the hydraulic load rate for each
basin.
Basins 2, 3 and 4 have exhibited very low hydraulic load rates since
the beginning of spreading operations, as did all the basins during 1965
and 1966. In 1967, and during the first months of 1968, all basins
showed an increase in hydraulic load rates. The increase in basins 2,
3 and 4 was small, while in basins 1, 5-6 and 7, the increases w e r e
substantial. Two possible explanations for these increases are;
1) the basins may have experienced "ripening" as was evidenced in
other similar operations (notably Lodi and Whittier Narrov/s); 2) the
basins were put on a more routine program of maintenance in 1967.
However, since the summer of 1968 all basins have demonstrated
fairly constant hydraulic load rates and indicated that the increase was
due to regularly scheduled maintenance.
Maintenance
The vegetative growth in several of the spreading basins has been
quite prolific. Basins 1 through 4 have undergone a complete regrowth
within two months after discing. However, rototilling the soil to a
10-14 inch depth has been successful in preventing r e gro wth for
periods of three to four months. Basins 5-6, 7 and 8 have not experi-
enced as severe a growth problem as the original four because they
have more sandy soils and are filled to greater depths. Apparently,
the most important of the two factors is the depth to which the basins
are filled. Growth around the sides or dikes of the basins can be
rather easily controlled from the top of the dike by either weed spray
-86-
-------
or hoeing. Thus, the most serious problem is control of growth
occurring in the bottom of the basins.
A single annual application of the pre-emergence chemical Semizine,
manufactured by the Geigy Chemical Corporation, in the amount of 34
pounds per acre, was used to control the weed growth on the banks of
the ponds. This procedure is being continued because it adequately
controls weed growth and does not permanently contaminate the basin
as other herbicides investigated might.
Each of the basins have sealed by algae blooms or suspended matter at
one time or another, even though they had been intermittently wetted
and dried. Discing, rototilling and scarifying have been used to
aerate the top few inches of soil. Each method has a different depth
to which it breaks up or turns over the soil; discing, to 6 inches;
scarifying, to 12 inches; rototilling, to 14 inches. Of the three
methods, rototilling has given t h e most satisfactory results.
In May 1968 gravel ranging in size from 3/4" to pea gravel was spread
six inches deep in basin 3. The gravel has reduced the recurring weed
problem; however, the basin has exhibited a decrease in the infiltration
and hydraulic load rates. The cost for this operation probably ex-
ceeded the cost of normal weed maintenance for over 15 years.
For the purpose of unclogging the basin soil and eliminating severe
vegetative growth, each basin has been scarified, disced or rototilled
at regular intervals;, basins 1, 2 and 4 approximately three times per
year. With the exception of basin 3, all of the others have been
processed about twice a year.
Other than during the wet winter of 1968-69, there has been only one
instance where water pumped into one basin would flow under a dike
and appear on the surface of an adjoining basin. This problem
occurred in January 1966 between basins 5 and 6. This problem has
been solved by flooding both basins at the same time, rather than
placing an impervious membrane in the dike, and they have been
operated jointly since then.
Alternate Methods of Disposal
Because the more desirable spreading areas were not available the
site necessarily selected was characterized by layers o f silty sand
interspersed with sand lenses. Past experience of others(lO) indicated
that the most efficient operation of the spreading basins could be
-87-
-------
achieved under an operating procedure of wet and dry cycles, com-
bined with careful basin management. With this in mind, infiltration
rates were kept fairly high to late 1968. However, by the end of 1968
the water table had risen to within a few feet of the bottom of the basins
and it became obvious that the entire area was becoming saturated and
that it would be difficult to sustain high infiltration rates at these flows
even under normal circumstances.
Unfortunately, in January-February 1969 the heaviest rainfall fora
two-month period ever recorded in the basin fell in the area. This
15" rainfall, falling on the already saturated replenishment area
created an untenable situation and other methods for disposal of the
effluent had to be developed. Two additional methods of disposal were
utilized.
1. A sprinkling operation was instituted to dispose of approxi-
mately 750, 000 gpd on 30 acres of available District property
at the Reclamation Facility. This operation helped alleviate
the loading on the replenishment area, but eventually saturated
this 30-acre area.
2. Approximately 1,200, 000 gpd were delivered to a local farmer
for irrigation of pasture land.
Table 17 shows the total amount of wastewater that was used in the
sprinkling operation and the totals delivered to Record Rancho through
December 1970. Figure 27 shows the location of these operations.
-88-
-------
TABLE 17
FLOW TO SPRINKLING OPERATION, PASTURE IRRIGATION
AND SPREADING BASINS (in acre feet)
January 1969
February
March
April
May
June
July
August
September
October
November
December
January 1970
February
March
April
May
June
July
August
September
October
November
December
Plant
161. 403
130. 302
140.255
137.465
144.600
138. 594
155. 966
162. 532
148.058
150. 615
150.397
151.720
150. 463
142.581
160.703
153.259
160.313
155. 351
175. 950
178. 131
159. 346
166.352
162. 363
158.880
Spreading
Basins
94. 568
74.996
84.760
81.081
91. 683
90.233
54.603
75.695
17.267
37. 543
52.203
30.732
30.454
53.473
89. 563
72.024
62.894
49. 179
59.668
51.034
57.048
74.072
58.693
97.630
Irrigated
101. 363
86.837
130.792
113.072
98. 193
120. 988
120.006
88. 127
71. 137
81.276
97.406.
106.221
116.232
127.066
102.252
92.280
103.670
61.250
Sprinklej
66.835
55.306
55.495
56.384
52.917
48.361
Totals
3, 695. 599
1,541.086 1,818.168
335.298
-89-
-------
REPLENISHMENT
AREA
IRRIGATION
OPERATION
0 5000
SCALE IN FEET
FIGURE 27. LOCATION OF SPRINKLING AND
IRRIGATION OPERATIONS
-90-
-------
SECTION IX
GROUND WATER QUALITY - SAMPLING PANS
An understanding and delineation of the various physical and organic
chemical changes occurring in the reclaimed water as it percolates
through the ground is one of the prime purposes of this project. These
changes are a function of many things (e.g., dissolved oxygen concen-
tration, bacterial population, time, type of soil, efficiency of plant
operation, etc.) Comparing analyses o f representative water samples
obtained from the water being spread and after it reaches a nearby
water well will show the overall water quality changes. But this com-
parison will not show all of the intermediate changes which have
occurred nor will this method produce sufficient data to indicate the
reasons for these changes.
The intermittent spreading cycle produces a soil moisture profile
which shows the soil to be completely saturated at the soil-water
interface and unsaturated from there down to groundwater. Since many
of the water quality changes occur in the unsaturated zone it is advan-
tageous to obtain representative water s a m p 1 e s from this zone.
Sampling "pans" were designed and installed in spreading basin 1 to
serve this purpose. (Figure 28)
Sampling Design Criteria
Theoretically, water percolating through unsaturated soil is acted upon
by two forces. Gravity is the major force causing movement downward
in the Zone of Aeration. However, because of capillary forces operat-
ing in all directions, movement of water into a very dry soil is
accelerated because head is sum of gravity and capillary action, and
movement out of the unsaturated soil is retarded because the capillary
(pore pressure) works against the gravity force. For this reason,
tensiometers were originally considered for sampling, but were
rejected because they filter various organisms from the sample.
Other devices for obtaining water from unsaturated soil were con-
sidered, but each device had one or more problems associated with its
use.
The device which offered the most promise was a funnel or pan
installed in the soil to capture percolating water and drain it to a
central well. Since pans of this type captured water in the past(lO) it
was thought that water might saturate the soil above the pan to some
-91-
-------
SAMPLING PAN STRUCTURE
co
1C
o roo zoo 3oo
SCALE IN FEET
FIGURE 28.
LOCATION OF SAMPLING PAN STRUCTURE
-------
height giving sufficient head to overcome the difference between atjmos-
pheric and soil pan pressure. Figure 29 depicts the situation which
would be necessary to obtain a sample of percolating'water from an
unsaturated soil. :
However, a problem occurs if water is obtained by the method detailed
in the sketch. This saturated zone both above and in the pan can hold a
considerable amount of w a t e r , thereby causing a long delay in getting
the water into the sampling pan. For example, if o n e foot of water is
pumped into the basin and h^ is 3 inches, porosity is 40 percent and the
pan diameter is 2 feet, then the volume of water held in the saturated
zone above the pan is 2. 35 gallons. If''each day that water is pumiped
into the basin only 1 gallon of water passes through the sampling pan,
the detention time in the saturated zone above the-pan is 2.35 days, in
addition to the number of days the basin is allowed to dry. The
knowledge of the amount held in the saturated zone is very important
to correctly interpret many of the physical arid biochemical changes
occurring in the water.
It was decided to attempt to reduce the saturated zone above the pan
thereby decreasing the detention time and producing a more representa-
tive sample of the actual percolating water. It was thought that differ-
ent materials in a pan would influence any saturated zone above the pan
and yield different detention times and different volumes of water.
Model studies were conducted to determine the best pan media that
gave the lowest detention time and highest yield of water. The
theoretical maximum volume of water which could be obtained from a
pan is equal to the height of water applied to the soil times the cross-
sectional area of the pan. The theoretical minimum detention time
could not be easily computed as the water percolates through a short
saturated zone and then through an unsaturated zone before it reaches
a pan.
Model Study
Pans were made and placed in three 55-gallon drums. The pans were
placed in each drum such that comparison of data from the drums
might indicate sidewall influence, if any, and detention time in a
saturated zone. Figure 30 shows schematics of the three barrels.
Each barrel was filled with soil obtained from the spreading basin in
which the sampling structure would be placed and random samples
taken for constant head permeability tests.(H' 'The results of these
-93-
-------
CO
CENTRAL WELL
WATER SURFACE'
SOIL SURFACE-
^
^-SATURATED
UNSATURATED-
H, SATURATED ABOVE PAN
He SATURATED IN PAN
FIGURE 29. SCHEMATIC DIAGRAM - SAMPLING PAN STRUCTURE
-------
NO. 1
PLAN
NO. 2
PLAN
I
CD
PROFILE
PROFILE
PROFILE
ftl
r \
Soil Surf ace -ij
yy^
100 1/8"
Dia Holes
3
7
t
'~ )
K>
V-
CM
'fe
>
'
, \
Soil Surface-^
y
/ V V
100 1/8"
Dio. Holes
f
7
L.
':
, >
Soil Surface-^
7
100 1/8"
Dio. Holes
y
" T
f
M
Barrel Dia. = 22" Area = 379.9" Barrel Die. = 22" Area = 379.9"
Funnel Dio. = 6" Area = 28.3" Funnel Dia. = 6" Area = 28.3"
Total Funnel Area = Total Funnel Area =
22.3% of Barrel Area 22.3% of Barrel Area
Barrel Dia. = 22" Area = 379.9"
Funnel Dia. = 6" Area = 9.4"
Total Funnel Area =
7.4% of Barrel Area
FIGURE 30. SCHEMATIC DIAGRAMS -TEST BARRELS
-------
cm/ sec.
1.691 x 1CTZ
1. 356 x 10~2
0. 572 x 10'2
6/02 x 10'2
ft. /day
47. 8
38. 4
16.2
170. 0
vertical permeability tests are shown below in centimeters per second
and feet per day. The porosities, which ranged from 0. 37 to 0. 38, are
typical of sand. -
Permeability Test
Sample Results
A
B
C
D
The first series of tests were run in Barrel No. 1 and the pans were
filled with the same material' as the barrels. Table 18 shows the
results. ' ;
The second series of tests were run in Barrel No. 1 after the material
was replaced with soil from the replenishment area. The material in
the pans was replaced with graded rock and gravel from 1/4" to l" in
size, to approximately 2" above the pan top. The third series of tests
were run with replaced" soil in Barrel No. 1, using glass wool in the
pans. Table 19 shows the results of both the second and third tests.
In addition to the results shown in Tables 18 and 19, 23 additional tests
were run in Barrel No. 1 with glass wool as the medium in the pans.
The percent recovery for all 2 3 tests was 17. 8. Ten additional tests
were run in Barrel No. 2 using glass wool in the pans with a 17. 6 per-
cent recovery factor. The significance of the percent recovery factor
as defined in Tables 18 and 19 is demonstrated b y comparing the
volume of water passing through the pans having different media. If the
percolating water flowed without effect from the pans or barrel sides,
each pan should collect 7. 43 percent of the total amount added while
three pans should recover 22. 3 percent of the total water added. With
either sand or rocks in the pans the recovery was very low, 2.1 percent
and 1.2 percent respectively. However, with glass wool in the pans the
recovery factor was 17.7 percent, or 77 percent of the 22. 3 percent
that the pans'should recover. ' i
While this recovery factor doesn't necessarily indicate a very small
detention time in some saturated zone above the pan, it does indicate a
minimum detention time assuming any given saturated zone for any pan
regardless of media.
-96-
-------
TABLE 18
PARAMETERS AND BASES FOR DESIGN OF SAMPLING PANS
Model Studies
Run No. 1
Basin Soil in Pans in Barrel No. 1
Hrs. between Amount Amount Recovered % Pan
'est No.
1-A
1-B
1-C
1-D
1-E
i
1-F
1-G
1-H
Total
Adding water
1
4
1
42
6
19
2-1/2
114
Added (ml)
50, 000
1, 000
1, 000
14, 000
7,000
14,000
14, 00.0
14, 000
127, 000
Pan #1
84
0
11
42
0
74
70
18
299
Pan #2
115
0
13
10
0
59
48
41
284
Pan #3 Bottom recovery'
116
105
66
128
10
170
140
39
774 63, 615^b) 2. 1 ave
(a) Percent pan recovery is equal to the ratio of amount recovered by all
pans to the amount recovered by pans and from the bottom.
(b) Amount of water recovered from bottom of the pans was recorded for
each test, but the individual recordings were in error due to sand plug-
ging the drain. However, the figure for the total amount recovered
from the bottom is correct.
-97-
-------
TABLE 19
PARAMETERS AND BASES FOR SAMPLING PAN DESIGN
Model Siudy
Total
Run No. 2
Rocks in Pans in Barrel No.
Test No.
2-A
2-B
2-C
2-D
2-E
2-F
2-G
2-H
Hrs. between
adding water
4
2-1/2
17
2
2
42
4
Amount
Added (nil)
14,000
14,000
14,000
14,000
14,000
14,000
14,000
14, 000
Pan 5f
0
5
24
9
67
68
5
68
Amount
1 Pan /
36
20
26
39
121
131
29
86
Recovered
2 Pan =3
0
6
16
30
49
61
5
73
Bottom
2, 110
7, 862
15,343
8, 820
12, 840
14, 830
9,670
10,190
% Pan
recovery*3'
112,000
246
488
240 82, 265 1. 2 ave.
3-A
3-B
3-C
3-D
3-E
3-F
3-G
3-H
3-1
3-J
Total
Run No. 3
Glass Wool in Pans in Barrel No. 1
Hrs. between Amount
Amount Recovered
% Pan
Test No. adding water Added (ml) Pan #1 Pan ;;2 Pan fj Bottom recovery
18
2
2
2-1/2
17-1/2
2-1/2
2
21
72
14, 000
14,000
14, 000
14,000
14,000
14, 000
14, 000
14,000
14,000
14,000
0
590
1210
770
740
420
1090
'660
460
60
33
220
1060
960
940
520
1100
810
410
185
5
440
1COO
740
710
320
760
780
210
53
3,370
5, 050
11. 900
11,030
14, 370
7, 000
9, 960
12, 000
12, 910
7. OOP
140,000 6000 6238 5013 94,590 14. 5 ave.
(a) Percent pan recovery is equal to the ratio of amount recovered by all
pans to the amount recovered by the pans and from the bottom
-98-
-------
All of the above model studies were run outside without control for
evaporation. During each change of soil in a barrel the soil above the
funnels did not appear saturated, while the soil in the bottom was
definitely saturated.
An attempt was made to measure the detention time in the soil column.
As a base, 80 liters of Colorado River water were run through Barrel
No. 3. The chloride concentration in the 80 liters average 109 mg/1
and ranged from 107 mg/1 to 113/mg/l. Following this, 14 liters of
water with a chloride ion concentration of 500 mg/1 were run through
the barrel. Water captured by the pan was analyzed for chlorides and
a plot of this information is shown in Figure 31. While it i s very
difficult to determine the detention time in the saturated zone above any
pan, Figure 31 (together with the high percent recovery) indicates that
the detention time is much less than one day. Indeed, since the arrival
times of the chloride ion can be measured in hours, it was expected
that full scale pans with glass wool as a medium would function within
the same range.
A comparison of the permeability tests to the actual arrival time of the
water during model studies show little correlation. However, this lack
of correlation wasn't unexpected, since the permeability tests use a
constant head of water; thus, they measure flow rates through saturated
soil, whereas the model-studies were intended to sample water from
unsaturated soil, and they indicate detention time for water which has
flowed through saturated and unsaturated soil.
Several additional attempts were made to establish detention times in
the soil. One attempt was made by adding 14 liters of distilled' water
to a barrel, followed by 14 liters of Colorado River water to which
fluoride had been added. The amount of fluoride added to the Colorado
River water increased the fluoride concentration to 2. 2 milligrams per
liter. The fluoride concentration in the water obtained from the funnels
ranged from 0. 85 mg/1 to 1. 00 mg/1 with an average 0. 91 mg/1. Ten
samples of water were collected from the bottom of the barrel, and
fluoride content ranged from 1.00 mg/1 to 1.05 mg/1. A second attempt
was made by adding another 14 liters of distilled water to the s a m e
barrel followed by 14 liters of Colorado River water to which sulfate
had been added.
A correlation between the high sulfate concentration water added and
the water obtained from either funnels or the bottom of the barrel was
never achieved.
-99-
-------
O
o
CHLORIDE - mg/|
MODEL STUDY |
c
3J >-
m s°
( Ll >
1 12 1 2 3 4 II 12 1 2 3 4
M NOON PM PM PM PM AM NOON PM PM PM PM
NOVEMBER 17, 1966 NOVEMBER 18, 1966
U. CHLORIDE ION ARRIVAL- BARREL NO. 3
ro oJ * 01
§0000
o o o o
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OF COLORADO RIVER WATER
PREVIOUSLY RUN THROUGH BARREL
(II? MG/L)
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LITERS OF COLORADO RIVER WATER
)DED FOLLOWED BY 14 LITERS OF
>0 MG/L Cl (-) AT 9 = 00 AM
*
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14 LITERS OF 500 MG/L Cl (-)
FOLLOWED BY 14 LITERS OF COLORADO
RIVER WATER ADDED AT 10 =00 AM
-
-
-
-------
j
Dry well showing sump with collector bottles in place
-101-
-------
As a final check of the suitability of glass wool, sewage effluent was
run through Barrel No. 3. Coliform counts over 18, 000 MPN per 100
ml were observed.
Design and Construction
The model studies were conclusive and spun glass wool was used in
the pans in spreading basin 1. The design of the sampling pan structure
was based on the material which was at hand. The District had a scrap
piece of 8-foot diameter steel pipe which was placed vertically in a
15-foot excavation with a poured concrete floor. A flat piece of steel
was welded to the top and a small pipe was used as a hatch to extend
the entryway above ground and/or future water surface level.
There are many questions concerning the "ripening" of an inter mitt ently-
spread basin. At the time of construction of the sampling structure,
spreading basin 1 had been ripening for 13 months. Two pans were set
at each level below the soil surface, one pan beneath soil which had not
been excavated, and the other in soil which had been removed and
replaced during installation of the structure. By dual placement of the
pans on each level, an effort was made to duplicate natural conditions
(pans in undisturbed soil) and to check as to the need for this highly-
specialized construction by installing pans in disturbed soil and com-
paring results.
After installation of the structure was completed, the basin was flooded
and the soil around the structure settled severely. Some of the soil
load was transferred to the 3/4" plastic tubes which connect the pans to
the structure. The soil was re-excavated and repairs were made.
After re compaction the little settlement that did occur caused no
apparent damage to the system. A schematic of the Sampling Pan
Structure is shown on Figure 32.
Sampling Schedule
The sampling pans were installed in basin 1 in April 1967 and the
collection of samples began in May of that year. The first samples
contained large amounts of sand, indicating that the plastic tubes con-
necting the pans to the central well were broken. The necessary
repairs were made and the sampling was resumed in June of 1967.
The pans were sampled 1 or 2 times per month from June 1967 through
November 1968, with occasional disruptions when basin 1 was drying
for maintenance. The sampling schedule w a s temporarily abandoned
-102-
-------
SCHEMATIC OF SAMPLING PAN STRUCTURE
GROUND SURFACE
1
8FT DIA. 1/2" STEEL PLATE
3/4" PIPE CONNECTING PAN
TO CENTRAL WELL
-WATER TABLE-15 FT
LAYOUT OF TEST BASIN
WALKWAY
LEVEE ON FOUR
SIDES OF BASIN
10 FT
CENTRAL WELL
SAMPLING PAN
I FT
I FT
Q'
NATURAL
t IT NATUftAI
I FT FILL
4FT F14.
FT NATURAL
FIGURE 32. SCHEMATIC OF SAMPLING PAN STRUCTURE
a LAYOUT OF TEST BASIN
-103-
-------
in early 1969 as piezometer readings indicated that the shallow water
table in the area had risen above the level of the lower pans. Once the
water table subsided the sampling schedule was resumed. Figure 33
is a graph of recovery rates through 1969. However, since the high
water table receded, only 4 to 6 of the pans have consistently collected
water.
The chemical quality of the water collected by the pans is discussed in
Section X.
-104-
-------
XIMUM
ICOVERY
i
>
PERCENT OF MA
)NS THEORETICAL RE
* 01 ff> -J
O O O O Ul O c
OOOO OOOc
-1 300
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200
100
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FIGURE
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1967
33.
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1968 1969 1970
SAMPLING PANS RECOVERY RATES
C
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-------
A-A
B-B
C-C
D-D
E-E
F-F
2-2
3
3-3
4-4
_
PITE O PIT DO \o O
0 100 200 300
SCALE IN FEET
LEGEND
PIEZOMETER STATION
O ^48" DIA. PIT
FIGURE 34. PIEZOMETER NETWORK a 48-INCH DIAMETER PIT LOCATIONS
-------
SECTION X
GROUNDWATER QUALITY - GROUNDWATER INVESTIGATIONS
Shallow Groundwater
During installation of the pipelines for spreading basins 7 through 10,
in January 1966, water was discovered in the bottom of the 9-foot deep
trenches. This water had not been present a year earlier when the
pipelines for the first spreading basins were installed. Investigations
to determine the extent, quality and volume of this water began in
February 1966.
The first step in this operation included drilling five 48-inch diameter
pits into this water using unset, unmortared concrete block around the
walls to keep the pits open. These pits varied in depth from 8. 75 feet
to 23. 0 feet below the ground surface. Figure 34 shows the location of
these five pits, and boring logs are shown on Figure 35. Piezometer
pipes, 3/4" in diameter, were jetted to a depth of three feet within a
radius of ten feet of four selected pits below the water surface. The
elevation of t h e water in the piezometers and open pits was measured
twice, with one week between the readings. These elevations were as
follows:
Piezometer
5/19/66 Pit No. Pit Wtr. Elev. Wtr. Elev. Difference
A 1542.0 1541.6 --0.4
B 1537.6 1534.7 -2.9
D 1533.4 1535.0 +1.6 '
E 1528.1 1527.9 -0.2
5/26/66 A 1541.9 1541.0 -0.9
B 1536.7 1536.6 -0.1
D 1533.1 1533.4 +0.3
E 1528.4 1528.4 0.0
A plus (+) indicates that the water in the piezometer is higher
than the water in the open pit.
The large discrepancies in water surface elevation between the
piezometers and pits was thought to be due to the piezometers not
reflecting a slow change of water surface in the soil. Prior to record-
ing another set of readings, the piezometers were pumped dry, thereby
creating a larger hydraulic differential between water in the soil and
the empty piezometers. The water levels in the piezometers recovered
rapidly and readings taken 24 hours later showed no appreciable differ-
ence between the water surface in a pit and adjacent piezometer.
-107-
-------
PIT A
30" BUCKET
48" REAMED 8
BLOCKED
2-28-66
O u £ O
3 i -5
S a. - *
3 S88
I547 B 11
154017 .'.V- 8.3 .
I539.751 "a7
PITB
30" BUCKET
48 "REAMED a
BLOCKED
2-28-66
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15426 '
1542.1 '
1541.35 '
1540.6 i,
1538.85 '
1537. 1 I
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1530.94 -
1530.10 L
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6.0 B 3
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A 8
95
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5.7
PIT C
30" BUCKET
48" REAMED
BLOCKED
2-28-66
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546.5
1544.0
1541.5
15405
1535.5
1533.0
1525 25
1523.5
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PITD
30" HOLE
48" REAMED a
BLOCKED
3-1-66
1545.4
1541.4
1540.4
1538.9
S38.57
1536.4
15349
i533.4
529.65
A 2
4.0
5.0
ct B 6
65 ,
6.8 B 3
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9.0
10.5
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12.0
8 6
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6.8
PITE
48" HOLE
BLOCKED
3-1-66
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1539.1
1535.1
1528.1
1526.8
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1532.6 2.3.i 11.5
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16.0
SOIL TYPE
A. SILTY SAND
B. SAND
C. SANDY SILT
D. SILT
E. STANDING WATER
F. STANDING WATER- WATER PUSHING UP FROM BOTTOM
SOIL CONDITION
I. FINE, GREYISH-BROWN, DAMP, MODERATELY FIRM
2. FINE, BROWN, DAMP, MODERATELY FIRM
3. FINE, LIGHT BROWN, MOIST, FIRM
4. FINE TO MEDIUM, GREY, MOIST
5. FINE, BROWN, MOIST, FIRM
6. FINE, LIGHT BROWN, DRY, LOOSE
7.
8.
9.
10.
11 .
12.
FINE TO MEDIUM, BROWN, DAMP, FIRM
FINE, GREYISH -BROWN, WET, MODERATELY FIRM
FOUR - 2" TO 6" SAND LENSES .
MEDIUM TO COARSE, BROWN, WET, LOOSE
MEDIUM, GREY, WET TO SATURATED, CAVING WHILE BORING
FINE TO MEDIUM, LIGHT BROWN TO GREY, WET TO SATURATED,
LOOSE AND CAVING WHILE DRILLING
13. COARSE, BROWN, DAMP, FIRM. ONE LENSE OF FINE,
LIGHT BROWN, DRY, LOOSE AT 12.5
SOIL SYMBOLS
A "SiLTY SAND
B. SAND
C. SANDY SILT
D. SILT
E
STANDING WATER
FIGURE 35, BORING LOGS FOR PERCHED EFFLUENT WATER
-------
Subsequently, all piezometers were pumped and allowed to recover
prior to obtaining a reading of the water elevation.
Based on the information obtained from these preliminary piezometers,
Professor Arthur Pillsbury was retained to assist with installation of
a network of piezometers to establish the extent, volume and quality of
this shallow groundwater. Under the direction of Professor Pillsbury,
3/8" galvanized piezometers were jetted into place using bentonite as a
drilling mud when necessary. However, it was necessary to flush the
bentonite with clean water. A 3/8" coupling was screwed onto the top
of each piezometer and rivets were placed inside the couplings to'form
a protective seal to prevent f o r ei gn . m a t e r ial from entering the
piezometer. .
The original piezometer network was expanded several times in order
to adequately sample the spreading groundwater. The complete net-
work is shown on Figure 34.
At its ultimate expanse the majority of the piezometers within the
network were outside District-owned property. Some of these were
damaged and replaced between 1966 and 1969. In the spring and
summer of 1969 farming operations and flood control work destroyed
most of the piezometers that were outside the replenishment area and
thereafter no pertinent data was obtained from them. Up to that time,
the piezometers were used to obtain shallow groundwater elevations
and water samples for both chemical and bacteriological analysis.
The laboratory results a r e discussed later in this section.
Water samples from the 48-inch pits were analyzed for both chemical
and bacteriological content in May and August, 1967. Prior to taking
bacteriological samples the pits were heavily chlorinated and this
water was then pumped out until the water flowing into the pit had a
zero chlorine residual. Of t h e four pits tested in this manner, three
were negative for fecal coliform. Results of the fourth, Pit D, although
positive, had to be abandoned when a close examination revealed the
remains of a dead rabbit in the bottom. Further attempts to obtain
bacteriological samples frp.m the pits were thereby abandoned, as it
proved to be too difficult to properly disinfect the pits.
Chemical analyses of water from the pits and the first piezometers
indicated that the shallow groundwater was the same as the water being
spread. However, several piezometers and pits ha.d water with very
high filterable residue concentrations in the initial samples. In a short
time the high TDS water disappeared. As the shallow mound expanded,
additional piezometers were installed over a larger area. Some of
-109-
-------
these new piezometers experienced the high filterable residue also.
Apparently, the high TDS water was the first water that was spread,
and had initially leached any accumulated salts from the spreading
basins; thus, any samples from the leading edge would have a high TDS.
Figures 36, 37 and 38 are plots of the change in the depth to the shallow
groundwater which occurred in 1966-1967, 1967-1968 and 1968-1969
respectively. These figures indicate that the percolated wastewrater
moved primarily in one direction during some periods, apparently
depending upon which basins are being used most heavily, but they
indicate that over the entire spreading period the water has expanded
in all directions. These figures also indicate that the configuration of
the underground area reached by the spread water, which originally
was thought to be circular, now appears rather obscure. When com-
paring the piezometer data with other information obtained from the
thermal surveys, it seems that a symmetrical or truncated cone type
of mound was never developed because of the non-homogeneity of the
graben in the vicinity of the replenishment area and an apparent escape
of the water to the river underflows.
Quality of the shallow groundwater has been monitored through the
piezometers and sampling pans. Appendix 3, Volume II of this report
shows the chemical quality of the water from the piezometers and of
the water being spread. It is apparent that the water found in the
piezometers is the same as that being spread.
In 1967, 12 water samples from piezometers C-2, -3, D-3, -5, E-3,
E-4, -5 and F~3, were analyzed for coliform and fecal coliform. Prior
to obtaining a sample, each piezometer was heavily chlorinated and the
water withdrawn until a chlorine residual of zero was obtained. Seven
of the 12 samples were positive for coliform, but all 12 were negative
for fecal coliform. In 1968, 24 additional samples were analyzed for
coliform and fecal coliform . Again there w.ere seven positives for
coliform and all negative for fecal coliform.
After the sampling pans and sampling structure were installed in basin
1, a routine sampling program was established. Figures 39 through 45
are graphs of the data from the pans. Each point on these graphs
represents an average of approximately 35. samples, except where
noted.
Figure 39 is a graph of non-filterable residue versus pan depth. The
percentages of suspended solids that are volatile are also shown.
There are two apparent anomolies on the graph; i. e. , high non-
filterable residue from the four-foot pan in the fill and high percent
-110-
-------
0 PO 200 300
SCALE IN FEET
FIGURE 36.
GROUNDWATER MOUND CHANGES 1966-1967
-------
0 CO 200 3OO
SCALE IN FEET
FIGURE 37.
GRQUNDWATER MOUND CHANGES 1967-1968
-------
0 PO 200 300
SCALE IN FEET
FIGURE 38. GROUNDWATER MOUND CHANGES 1968-1969
-------
EFFLUENT 0
1
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LEGEND
PAN IN NATURAL GROUND
PAN IN FILL GROUND
DTE : PERCENTAGES ARE PERCENTS
OF VOLATILE SOLIDS
|
i
/
I
-------
volatile solids from both six-foot pans. The material in the sample
from four feet is probably sand as it has a low percentage of volatile
solids. The reason for the high percent volatile solids at six feet is not
known. Figure 40 is a plot of nitrate-nitrogen concentration versus pan
depth. It is interesting to note that the two-foot, four-foot, and six-foot
pans in the natural soil have higher concentrations than the eight-foot
pan in the natural soil. However, pans at the same depths :'.n the fill
don't exhibit the same tendencies.
Water samples from each pan have been analyzed for methylen* blue
active substances (MBAS) concentrations. The results are she vn on
Figure 41. The concentrations of MBAS found in w a t e r from pt ns in
either the fill or natural soil are very similar. The MBAS concentra-
tions found in water from the four-foot, six-foot, and eight-foot pans
are sufficiently low that it is no longer a significant factor. Indeed,
the sum of the interference with the testing procedure could probably
account for most of the MBAS found.
The chemical oxygen demand (COD) both total and dissolved, is plotted
on Figures 42 and 43, respectively. COD concentrations found in water
from pans in natural soil are generally similar to those found in water
from pans in the fill soil. The total COD decreases 24 mg/1 in the
first one foot of soil, 8 mg/1 in the next three feet of soil, and only
2 mg/1 in the next four feet. That is equivalent to a 44 percent drop in
the first foot, 33 percent drop in the next two feet and 25 percent drop
in the next four feet. The dissolved COD undergoes a 53 percent drop
in the first foot, 13 percent in the next three feet and 20 percent in the
last four feet.
Samples from the pans have been analyzed for both coliform and fecal
coliform. Figure 45 is a plot of these data versus pan depth. The
figure shows the confirmed coliform concentration for the two-and
four-foot depth pans to be approximately equal. The fecal coliform
curve indicates less coliform removal per foot in the two- to four-foot
range than any other soil section. Studies conducted on the ammonia.
nitrate, hardness relationships would lend credence to the report that
as ammonia changes to nitrates and the nitrates increase in the soil,
the hardness may also increase. However, further study to prove
this phenomenon should be conducted.
Deep Groundwater
At the outset of this program, a deep well monitoring program was
begun so as to produce a control and standard for later comparisons.
The locations of the wells being monitored are shown on Figure 46.
-115-
-------
EFFLUENT 0
1
2
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-------
1 - -
2 .
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LEGEND
PAN IN NATURAL GROUND
PAN IN FILL GROUND
l?
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P '
0 .5 1.0 1.5 2.0 2.5 3.0
METHYLENE BLUE ACTIVE SUBSTANCES - mg/|
FIGURE 41. ANALYSES OF PERCOLATING WATER FROM SAMPLING
PANS - METHYLENE BLUE ACTIVE SUBSTANCES
-------
__
1
0 _
ft 4 II
45
1
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LEGEND
PAN IN NATURAL GROUND
PAN IN FILL GROUND
i
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0 10 20 30 40 50
TOTAL CHEMICAL OXYGEN DEMAND - mg/l
FIGURE 42. ANALYSES OF PERCOLATING WATER FROM SAMPLING
PANS - TOTAL CHEMICAL OXYGEN DEMAND
-118-
-------
EFFLUENT 0
1
2
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FIGURE
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LEGEND
PAN IN NATURAL GROUND
PAN IN FILL GROUND
rf
*
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DISSOLVED CHEMICAL OXYGEN DEMAND - mg/|
43. ANALYSES OF PERCOLATING WATER FROM SAMPLING
PANS - DISSOLVED CHEMICAL OXYGEN DEMAND
-------
1
' -FLUENT 0
1
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FIGURE
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S
LEGEND
PAN IN NATURAL GROUND
PAN IN FILL GROUND
NOTE: VALUES REPRESENT COMPOSITE
OF 15 SAMPLES
^
^
--
J
-
/
^ "T
VI
1\
\
\
}
\\
i
\
\
\
\
\
\
\
\
\
\
-
i
\
i
i
i
i
-
-
1
-
-
-
i-
-
-
1
-
-
:
-
[
+
i
-
-
r
-
-
-
...
3 100 200, 300 400 500
CaCOa-mg/l
44. ANALYSES OF PERCOLATING WATER FROM SAMPLING
PANS -TOTAL HARDNESS AS CoCOs
-120-
-------
246
SAMPLING PAN DEPTH - FEET
FIGURE 45.
ANALYSES OF PERCOLATING WATER FROM SAMPLING
PANS - COLIFORM MPN PER 100 ML
-------
LEGEND
f WELL LOCATED AT START OF STUDY
WELL LOCATED IN 1968
SECTION
23
SECTION
24
REPLENISHMENT
AREA
SECTION
35
SECTION
36
0 1000 2000
SCALE IN FEET
T4S. R.IW.
FIGURE 46.
WELL LOCATION MAP
-------
The black squares represent wells located at the beginning of the study,
while the black circles represent wells added to the program in 1968.
Some of the wells are available for both water level and water quality
sampling; still others no longer exist, but past data is available.
Appendix 4 lists the wells and the information available from them.
As much background data as possible were gathered pertinent to the
wells being monitored. These data include past chemical and/or
bacterial analyses, well logs and information relative to static water
levels of the wells. Samples for chemical analyses have been obtained
from all wells that are equipped for such sampling. The results of
these analyses are found in Appendix 5, while water level information
is found in Appendix 6.
Figures 47 and 48 give deep groundwater contours for 1968 and 1970,
respectively. These contours indicate a deep depression north of Main
Street from Montrose Avenue easterly to the river. Unquestionably,
this depression is caused by heavy pumping. Under the entire area,
the groundwater table is reversed by heavy pumping and this reversal
might account for some water quality changes. Figure 49 shows
annual deep groundwater profiles for the years 1965 through 1970.
This profile runs approximately down New York Avenue and is shown
in plan view on Figures 47 and 48. (These profiles indicate that the
groundwater table has decreased somewhat uniformly along the entire
profile line.)
At the beginning of this study it was hoped that groundwater levels and
contours would be a valuable tool in tracing the percolated wastewater.
These measurements have, however, proven to be inconclusive. Figure
50 represents depth to water in a well versus drilled depth of the well.
From this figure it can be seen that the water level in any given well
appears to have a definite relationship to the depth to which the well
has been drilled. There appear to be a multitude of water levels in the
area and deep groundwater contours are therefore not meaningful
unless only wells of the same depth are included.
Well 4S1W 23R1 was cleaned out in December 1965. Prior to that time
the well was plugged and recorded as being dry. Also late in 1965,
well 4S1W 25D2 was dug 820 feet deep using the cable tool drilling
method. Soil samples were obtained from each soil lens as the well
was being dug. The majority of t h e soil is a silty sand with various
strata ranging from coarse sand to fine silt. Very little gravel and
essentially no clay was encountered. The log of this well appears as
Table 20.
-123-
-------
LEGEND
t WELL LOCATED AT START OF STUDY
WELL LOCATED IN 1968
SECTION
23
"A"
SECTION
24
REPLENISHMENT
AREA
0 1000 2000
SCALE IN FEET
CROSS SECTION OF
PROFILE SHOWN ON
'/ FIGURE 49.
SECTION
36
FIGURE 47.
DEEP GROUNDWATER CONTOURS
NOVEMBER 1968
-124-
-------
SECTION
23
"A"
LEGEND
+ WELL LOCATED AT START OF STUDY
WELL LOCATED IN 1968 '
SECTION
24
REPLENISHMENT
AREA
BERGIN ST. .ff PS"
F
0 1000 ZOOO
SCALE IN FEET
CROSS SECTION OF
PROFILE SHOWN ON
FIGURE 49.
SECTION
35
SECTION
36
FIGURE 48.
DEEP GROUNDWATER CONTOURS
NOVEMBER 1970
-------
NON - PRODUCING WELLS
1600-
23PI 23Q4 23RI 25D2
25MI
25 Gl 36 A 2
GROUND SURFACE
1500
1400
i, REPLENISHMENT j.
rAREA*
1940
02
1300
FIGURE 49. PROFILE A-A DEEP GROUNDWATER
-------
Ortrt
af\n
oUU
DUU
.«_
0)
Q) ^f\f\
**» *rUU
I
_J
_J
LJ
L*- 300
o.
LJ
LJ
-J
o:
Q
/\
23
P7
'ill
4"23
#2
22X2
(1)
(2)
(3)
(4)
#
-4
60
*9
i .
1 <
3)<
96
0(3)
4 -i
4^
[i
r ~
>-
(31
°o
FIGURE 50.
LEGEND
OBSERVATION WELL NUMBER
> WELL NUMBER
SOUNDED DEPTH
BASED ON APRIL 1969 LEVELS
BASED ON MAY 1971 LEVELS
BASED ON EXTRAPOLATED DATA
~~lr25D
4 i 2 5G
0g.
c*
PfiMtVt At 1
A L '
jX
231*1 4 1- ^
23 ?l 1 3)
oiifo 26Fh
n ^h -26G3 - S23N2
pfirdf^n 1> J- orir
OHD/1//1 «h -SfefeiSS
_j( r M a e. r«( v«t »' j. i
?|t T Ft I'L
"-- <^^S^ 4^5(3
25EI
, **l(3'
iii A < u4 -A
II' i W 4 (i^'r
jii-6
ZorZlU
1 1 1
1 1 iik 9fi no f i 'xi
i nj= nlr/-ll , * 1<3'
4. II 26 05(3 1
/bDlllo) i_
'Y
4:
. __± __ __ ... _
in
x
100 200
DEPTH TO WATER - feet
DRILLED DEPTH OF WEL
DEPTH TO WATER IN V
U36AI(2)~ ~-
2(3): : "i"
3 P2 E & 2 ' 3 1:
j 1 j"5i 12
. .,
Ml - ~"'i(35QI (g;
300
LS VERSUS
VELLS
-------
TABLE 20
Log of Cable Tool Well - 4S1W25D2
From
0 feet to 12 feet
12
69
95
111
180
248
263
276
344
372
550
576
584
736
756
69
95
111
180
248
263
276
344
372
550
576
584
736
756
830
Formation
Silty sand and sand layers
Silt and fine sand
Silt and silty .clay
Silt and fine sand
Silt with some fine,sand,
Silt with some fine sand and some
clay lenses
Silt with some fine-medium sand
and pieces ,of wood
Sand and gravel
Sand and silt layers
Silt and,sand with gravelly layers
Sand and Silt layers
Silt and fine sand
Sand
Sand and silt with pieces of wood
at 720' - 730'
Sand
Sand and silt with pieces of wood
at 790'
Casing Installed
0 692 - 10 gauge double wall 12" diameter
692 820 - 5/16 wall 12" diameter
Perforation - Roscoe Moss Tool
TTO300
345 355
395 40,5
445 ' 455
500 600
645 655
695 705
745 755
, 795 805
Total Cut - 290'
-128-
-------
Both well 4S1W 23R1 and the new cable tool well, 4S1W 25D2, have
12-inch casings, but the perforation depths are unknown in 23R1. The
perforations in the cable tool well are as follows: 170 feet below the
surface to 300 feet; 10-foot zones at 350 feet, 400 feet, 450 feet; 10-foot
zones at 650 feet, 700 feet, 750 feet and 800 feet. The entire casing
between 170 feet to 300 feet and 500 feet to 600 feet was perforated,
as these are the strata which contain the coarsest sand. The 10-foot
zones were perforated for sampling.
The reasons for drilling the cable tool well were:
1. To have a deep groundwater sampling well south of the
spreading basins;
2. To establish a deep soil log in the replenishment area;
3. To use this well in the future for pumping the blended
'groundwater and reclaimed water into a water system
for reuse.
Since gravel was not encountered and since the well itself was not
gravel-packed it was doubtful if the cable tool well would be a good
producing well. This was later confirmed by a pumping test on the
well which yielded approximately 350 gpm while producing fine sand.
The cable tool method was used for drilling so that different zones
within the aquifers could be isolated and sampled with a packer pump.
A "packer pump" is a submersible pump with inflatable rubber seals
above and below the pump intake. Even though the casing is flush
against the soil, the packer pump is not as long as the smallest 10-foot
perforated zones and some short-circuiting of the water in the casing
above or below the packer pump into into the soil and back into the
packer is possible. It is also possible that a certain amount of
intrusion by water from one aquifer into another will occur through the
perforations in the well casing. This would be due to the difference in
static heads between the separate aquifers".
i ,
The water samples which were taken from well 23R1 and the cable tool
well in May 1966 and shown in Table 21 were obtained by California
Department of Water Resources personnel using their packer pump.
A packer pump was built by Eastern Municipal Water District,
incorporating the design of packer pumps built by Los Angeles County
Flood Control District and by the Department of Water Resources.
A sketch of the pump is shown in Figure 51. The cable tool well and
Well 23R1 were sampled through the use of the District's packer pump
in December 1966, July 1967, November 1968 and July 1969. Results
of the analyses of these samples are shown on Tables 21 through 25.
-129-
-------
TABLE 21
RESULTS OF ANALYSES OF GROUND WATER
FROM CABLE TOOL WELL AND WELL 4S-1W-23R1
THROUGH USE OF PACKER PUMP
(milligrams per liter)
May, 1966
190' deep
Calcium
Magnesium
Sodium
Potassium
Ammonium
Carbonate
Bicarbonate
Sulfate
Chloride
Nitrate
Fluoride
Total Dissolved
Solids
Boron
Surfactants
Hardness as CaCOg
E.G. x 106
PH
49
6
30
3
-
0
206
12
20
4
0.5
262
Trace
-
146
436
8.0
350' deep
48
6
31
3
-.
0
205
13
21 .
4
0.5
262
Trace
-
145
438
8.0
280' deep
38
4
23
4
-
0
178
7
13
5
0.3
188
Trace
-
114
327
7.9
1966 Average
64
11
125
19
-
0
268
152
107
26
0.7
671
0.8
1.7
206
1053
-
-130-
-------
DISCHARGE HOSE.
ELECTRICAL CABLE
IUFLATADLL
PACKERS
WCLL CASINC
A-C.LLCTRIC
SUDMERSIDLt.
PUMP
DIAGRAM OF PACKER PUMP
FIGURE 51.
-131-
-------
TABLE 22
ANALYSES OF SAMPLES FROM GROUND WATER
THROUGH USE OF PACKER.PUMP, DECEMBER 1966
(milligrams per liter)
Reclamation
Well No. Facility Effluent
Depth to
Sample:
Calcium
Magnesium
Sodium
Potassium
Ammonia
Carbonate
Bicarbonate
Sulfate
Chloride
Nitrate
Fluoride
T. D. S.
Boron
Surfactants
Hardness
as CaCOs
ECX 106
oH
Cable Tool Well
200
46
7
33
3
0 4
0
201
20
19
0.9
0.3
245
0. 12
0. 1
143
414
250
44
6
31
2
0 3
0
194
13
18
0.9
0.2
226
0.13
0. 1
136
385
300
43
6
30
2
0 2
0
192
13
17
1.3
0.2
229
0.17
0.1
134
384
350
44
6
29
3
0. 2
0
192
14
16
0.9
0.2
228
0.20
0
134
385
400
46
7
30
3
0. 2
0
199
14
17
1.3
0.3
235
0. 12
0. 1
142
396
450
46
7
30
2
0. 2
0
200
14
16
1.3
0.2
236
0. 11
0
142
393
500
46
7
30
3
0. 2
0
202
15
16
1.8
0.3
236
0. 16
0
144
396
7.8
550
46
8
29
2
0. 2
0
204
14
16
1. 3
0. 3
244
0.20
0
146
399
7.8
596
46
8
30
3
0. 2
0
206
14
16
1.7
0.3
241
0. 10
'o
145
397
7.8
650
44
7
29
2
0.3
0
200
12
16
1.3
0.2
227
0. 16
0
138
390
7.9
698
46
7
32
3
0. 3
0
204
24
16
1.3
0.3
234
tr.
0
142
397
7.9
750
45
6
30
3
0. 3
0
202
13
16
1.3
0.2
226
0. 18
0
138
392
8.0
4S-1W-23R1
200
34
4
; *
2
0. 5
0
171
2
12
0.5
0.1
178
0. 17
0.1
102
315
7.8
250
40
5
26
2
0. 5
0
190 '
1
11
0.5
0.2
194
0.20
0. 1
122
340
7.8
300
40
6
26
2
n 6
0
190
4
12
0.5
0.2
201
0. 19
0. 1
124
339
7.8
1966 Average
64
11
125
19
_
0
268
152
107
26
0.7
671
0.8
1.75
206
1053
TABLE 23
ANALYSES OF SAMPLES FROM GROUND WATER
THROUGH USE OF PACKER PUMP, JULY, 1967
(milligrams per liter)
Reclamation
Facility
Well No. Average
Depth to
Sample:
Calcium
Magnesium
Sodium
Potassium
Ammonia
Carbonate
Bicarbonate
Sulfate
Chloride
Nitrate
Fluoride
T.D.S.
Boron
Surfactants
Hardness
as CaCOs
ECX 106
pH
Cable Tool Well (4S-1W-25D)
200
45
8
30
3
0. 2
0
198
15
17
5
0. 4
223
0. 14
0. 1
143
404
7. 3
250
39
6
25
2
0. 4
0
176
11
15
0
0.4
191
0. 13
0. 1
122
345
7. 3
300
40
6
26
2
0.3
0
181
6
14
4
0.4
193
0. 10
0.0
124
345
7. 4
350
38
5
26
3
0.3
0
168
9
15
2
0.4
181
0. 15
0. 1
116
336
7.4
400
38
5
25
2
0.4
0
171
13
13
2
0.4
187
0. 14
0.0
118
339
7.3
450
39
6
26
2
0. 3
0
176
11
14
2
0.4
181
0. 14
0.1
121
349
7. 3
500
39
5
-
-
0. 2
0
171
14
14
1.3
0.4
218
0.02
0.0
121
339
7. 5
550
39
6
-
0. 2
0
172
13
13
1.3
0.4
212
0.00
0.0
120
341
7.4
590
38
5
0.0
0
167
15
13
0.9
0.4
213
0. 02
0.0
118
340
7. 5
650
39
6
-
0.0
0
176
7
13
3. 2
0. 4
211
0. 02
0.0
120
344
7. 5
700
40
6
-
-
0.0
0
183
6
13
3.2
0.4
214
0.02
0.0
124
348
7.4
750
40
6
-
-
0. 1
0
189
6
13
3.2
0.4
219
0. 10
0.0
125
354
7. 5
4S-1W-23R1
200
31
4
24
3
0.3
0
161
2
11
4
0.3
134
0.09
0. 1
96
298
7. 4
250
39
5
21
2
0. 2
0
175
1
12
4
0.4
166
0. 10
0. 1
119
322
7. 5
300
40
4
23
2
0. 2
0
176
1
13
5
0.4
177
0.0
118
340
7. 5
1966
64
11
125
19
-
0
268
152
107
26
0.7
671
0.8
1.75
206
1053
-
-------
TABU; 24
ANALYSES OF SAMPLES FROM GROUND WATER
THROUGH USE OF PACKER PUMP, NOVEMBER 1968
(milligrams per liter)
Reclamation
Facility
Effluent
Depth to
Sample:
Calcium
Magnesium
Sodium
Potassium
Ammonia
Carbonate
Bicarbonate
Sulfate
Chloride
Nitrate
Fluoride
T. D. S.
Boron
Surfactants
Hardness
as CaCO3
ECX 106
PH
Cable Tool Well (4S-1W-25D)
235*
44
2
23
3
Tr.
0
136
4
19
5
. 27
262
0.00
0.00
118
405
7.95
240
42
2
20
2
Tr.
0
146
5
17
1
. 36
212
0. 00
0.00
133
410
7. 45
295
42
2
18
2
Tr.
0
146
5
17
2
. 37
210
0.00
0.00
113
410
7.45
350
43
2
19
2
Tr.
0
150
7
17
2
. 35
227
0.00
0.00
116
410
7. 5
400
43
2
20
2
Tr.
0
150
7
17
2
. 37
225
0.00
0.00
116
410
7. 5
450
42
2
18
2
Tr.
0'
144
5
17
4
. 25
242
0.00
0.00
112
405
7. 5
505
42
2
18
2
Tr.
0
144
5
17
5
.25
244
0.00
0.00
112
405
7. 5
550
42
2
18
2
Tr.
0
144
5
17
4
. 25
238
0.00
0.00
112
405
7. 5
595
42
2
17
2
Tr.
0
144
3
17
3
. 37
227
0.00
0.00
112
400
7. 5
650
41
2
15
2
Tr.
0
140
3
16
3
. 27
232
0.00
0.00
110
400
7. 5
700
41
2
15
2
Tr.
0
140
3
16
4
27
234
0.00
0.00
110
400
7.5
750
41
2
15
2
Tr.
0
140
3
16
4
27
233
0.00
0.00
110
400
7. 5
Well
200
20
3
23
5
0.26
0
110
5
18
4
38
155
Tr.
Tr.
63
400
7.65
No. 4S-1W-34R1 1965 -
220
39
3
13
2
Tr.
0
133
1
18
3
53
205
Tr.
Tr.
108
400
7.2
250
40
2
13
2
Tr.
0
135
1
17
2
51
201
Tr.
Tr.
108
400
7.2
300
45
2
12
2
Tr.
0
133
2
17
5
28
207
Tr.
Tr.
122
400
7. 55
75
12
125
19
0
259
131
114
24
0.
674
0.
1.
208
-
-
68
8
7
4
*water surface sample 11/1/68 - non packer pump
TABLE 25
ANALYSES OF SAMPLES FROM GROUND WATER
THROUGH USE OF PACKER PUMP, JULY 1969
(milligrams per liter)
Depth to
Sample:
Calcium
Magnesium
Sodium
Potassium
Ammonia
Carbonate
Bicarbonate
Sulfate
Chloride
Nitrate
Fluoride
T. D.S.
Boron
Surfactants
Hardness
as CaCO3
EC x 106
pH
Cable Tool Well (4S1W25DZ)
250
45
4
18
2
1
0
157
8
20
0
0.45
260
Tr.
0
129
400
8. 1
292
43
3
21
2
1
0
144
14
22
0
0.50
262
Tr.
0
117
410
8.2
350
43
3
21
2
1
0
144
10
20
0
0.60
252
Tr.
0
117
400
8.1
400
41
1
23
2
1
0
133
13
24
o'
0.50
241
Tr.
0
107
400
8.1
450
43
3
20
2
1
0
135
15
24
0
0.50
245
Tr.
0
117
400
7.8
550
43
3
22
2
1
0
139
15
26
0
0.55
255
Tr.
0
117
400
7.6
650
42
3
21
2
1
0
139
14
26
0
0.60
252
Tr.
0
114
400
7.6
700
41
2
22
2
1
0
141
16
28
0
0.55
265
Tr.
0
110
400
7. 5
750
42
3
22
2
1
0
144
16
28
0
0.50
262
Tr.
0
114
400
7. 5
Well
198
45
4
23
4
0.70
0
161
2
26
0
0.43
272
0
0
129
420
7.4
No. 4S1W23R1
250
46
4
29
4
0.90
0
166
4
24
0
0.43
281
0
0
133
450
7.3
295
44
4
25
4
0.85
0
170
2
24
0
0.35
280
0
0
126
410
7.4
Reclamation
Facility
Effluent
1965 - 69
63
12
125
18
15
0
250
130
117
27
0.9
686
0.7
1.34
208
1130
7.1
- 1 3 3 -
-------
500 1000
PLAN
4000
KNOWN PIEZOMETRIC-
MOUND SURFACE
EXTRAPOLATED
MOUND SURFACE
3000 2000 1000
DISTANCE - feet
1550
ELEVATION
-feet
1456
FIGURE 52.
PLAN AND PROFILE FOR DEVELOPMENT
OF CALCULATION FOR THEORETICAL
MOUND SIZE - NOVEMBER 1968
-134-
-------
Samples of water obtained through the packer pump indicated that
either there is little chemical quality change with depth in the first 700
feet or, more probably, that the well had not been sealed off sufficiently
and water from various water-bearing strata was commingling within
the casing.
Packer Pump showing inflatable packers
Limits of Wastewater Added to Basin
As noted in Figures 36, 37 and 38, a water mound a pp ea r e d to be
slowly developing and expanding in area. While data were being
developed during the early stages of the study, estimates of the amount
of water in and the size of the theoretical mound were made by assum-
ing a specific yield of 10 percent, based on recommendations(13) of 12
percent as an average figure for the entire basin. However, this basin
includes some very excellent dr a in in g sands in both the Canyon
Sub-Basin and the Intake Area. The soil under the replenishment area
undoubtedly had some undrained water on top of the various silt and/or
-135-
-------
silty clay lenses which are interlaced throughout the entire area.
Thus, the recharging program wouldn't replace 12 percent of the entire
volume of soil under-the replenishment area.
Late in 1968 a more refined estimate of the mound size was made, using
contours and a profile as shown on Figure 52. With a known piezometer
mound, a theoretical mound depth was calculated to be 94 feet as of
November 1968. The diameter of the theoretical mound at the 94-foot
level was calculated to be 7, 700 feet. These calculations were based
on the assumption that a mound was expanding equally in all directions.
However, the wastewater has expanded in an irregular configuration
over an area with a long axis of over 6,000 feet. Temperature surveys
suggest that this migration could have extended further except that
much of the recharged water is flowing underground to the northwest
along the subsurface river shannel and its identity has not been
traceable.
Many of the wells added to the monitoring program in 1968 had shallow
static water levels. The perforation schedules for some of these are
known, in addition to perforation schedules for some of the wells that
were originally monitored. It was hoped that a good check on the
theoretical mound size would be a plot of the increase in concentrations
of chloride versus depths to first perforations. Figure 53 is a plot of
these changes for the period 1965 1970. There appeared to be little
correlation between perforation depth and quality. Since all the wells
are gravel packed, with the exception of 25D2, the gravel was ap-
parently allowing the shallow water in the theoretical mound to mix
quite rapidly with the deeper groundwater in the well. In order for
this comparison to be valid, the we 11s should have been cable tool
drilled, cased, and not gravel-packed.
Another method utilized in obtaining data as to underground flow and
the theoretical mound size was a geothermal survey. In the survey,
temperature probes were placed on a grid network, the temperature
of the underground water taken, and isothermal contours were th en
developed. The results of this method are included in Section XI of
this report with the complete report, "Temperature Study of Spreading
Ponds, " prepared for Eastern Municipal Water District by Geothermal
Surveys, Inc., included as Appendix 2.
Observation Wells
Ten observation wells were drilled around the replenishment area in
July 1969 in the locations shown on Figure 54. These wells were
-136-
-------
i
UJ
to
<
UJ
20
l5
10
UJ
o
z
o
o
UJ
o
oc
3
o
LEGEND
+ WELL NUMBER
* DISTANCE FROM REPLENISHMENT
AREA - feet
0
o
w
OJ
10
CM
s
99
J
S
s; _
2x0
o- x o
*-;; s
Zx*r
a^ <
+ X >O
l£L
i
+
X
X
X
o
o
*
m
p
0
^ o
o *
CM
-------
drilled with a 5-5/8" bit, cased with 2" PVC Schedule 80 pipe, and
gravel-packed. The well logs and perforation schedules are shown in
Table 26. These wells have provided water quality data for the
groundwater on both sides of the San Jacinto River. Typical analyses
from these wells are shown in Table 27. The implications of the gross
difference in the quality of the water found in these wells was discussed
in Section VII of this report.
To better identify the underlying stratas around the replenishment area
four more observation wells were drilled in August 1970, as shown on
Figure 54; and, electrical resistivity logs, as well as mechanical and
driller's logs, were obtained from three of them. The fourth, #11,
was abandoned as rock was encountered at a shallow depth. The
mechanical and driller's logs of thes e wells are shown in Figures 55
through 58. The electrical resistivity logs appear on Figures 59
through 61, respectively. Figure 62 is a gamma-ray-neutron log for
the cable tool well, 25D2, which was obtained so this well might be
correlated with the three newly-drilled wells.
All the logs show a lithology of sand and silt with clay streaks or beds
from top to bottom. Porosity in all the wells is 30 percent to 37
percent which is consistent with what might be expected from a sandy
soil. However, the wells produced no unexpected results.
-138
-------
TABLE 26
LOGS OK OBSERVATION WELLS
1 THROUGH 10
Sand
Gravel and boulders
Boulders and clay streaks
Hard rock
Boulders and clay
Perforated 60' - 80'
100' - 120'
140' - 160'
Well No. 6
0' - 18' Sand
18' - 165" Sandy Blue Clay
165' - 260' Sandstone
Perforated 200' - 220'
2401 - 260'
Well No. 2 Well No. 7
Sand 0' - 12' Sand
Boulders and gravel 12" - 108' Sandy Clay
Clay 108' - 265' Sandstone & clay streaks
Sandy clay & boulder streaks Perforated 200' - 220'
Boulders 240' - 260'
Boulders, gravel & clay streaks
0'
12'
35'
42'
55'
205'
12'
25'
42'
55'
205'
260'
Perforated
200' - 220'
240' - 260'
Well No. 3 Well No.
0' - 75' Gravel and boulders 0' - 10'
75' - 148' Blue shale & boulder streaks 10' - HO1
148' - 165' Boulders & clay streaks 110''- 132'
Perforated 60' - 80' 132' - 160'
8
100' -
140' -
120'
160'
Sand
Sandy Blue Clay
Gravel and sand
Blue Clay & sand
Perforated
60' - 80'
100' - 120'
140' - 160'
Well No. 4
O1 - 16' Sand
16' - 125' Sandy Blue Clay
125' - 160' Sand
Perforated 60' - 80'
100' - 120'
140' - 160'
Well No. 9
0' - 12' ' Sand
12' - 225' Blue Sandy Clay
225' - 260' Boulders and gravel
Perforated 200' - 220'
240' - 260!
Well No. J.
0' - 12' Sand
12' - 160' Sandy Clay
Perforated 60' - 80'
100' - 120'
140" - 160'
Well No. 10
0'
12'
82'
95'
215'
12'
82'
95'
215'
265'
Sand
Blue Clay and sand
Sand
Blue Sandy Clay
Boulders & sandy clay
streaks
Perforated 200' - 220'
240' - 260'
-139-
-------
TABLE 27.
TYPICAL ANALYSES OF WATER FROM OBSERVATION WELLS
(Milligrams per Liter)
#8
#10.
1-70
Calcium
Magnesium
Sodium
Potassium
Ammonium
Carbonate
Bicarbonate
Sulfate 720
Chloride ' 34
Nitrate
Fluoride
Boron
TDS
Hardness as
CaC03
PH
6-70
278
62
40
4
5
0
443
587
42
10
0.7
0.5
1470
970
7.6
8-70
264
58
28
4
4
0
426
397
28
. 4
1.1
0.6
1220
920
7.9
8-70
40
9
24
4
Trace
0
146
26
22
21
0.5
0.5
290
140
7.5
1-70 8-70
88
19
40
6
2
0
294
77 108
54 52
4
0.7
0.6
586
304
7.7
1-70 8-70
96
17
46
4
Trace
0
186
239 162
. 64 62
1
0.4
0.5
590
320
7.3
E.G. x 106 1720 2100 1620
-140-
-------
LEGEND
DRILLED 1969
DRILLED 1970
2.
8.
BEHGIN 51.
n
1
I
1
1
1
1
5! 1 *
"I *
1
1
1
I
r '
,i i
!i s
ol 1 >-
" ' 1
--
1 1 1 -ST.
<
I"
|
czi
ST
IT
<7
FIGURE 54. OBSERVATION WELL NETWORK
-------
Driller's Log Mechanical Log
Feet - Feet Feet - Feet
0- 35 Sand 0- 50 Med/Course Sand
35- 50 Blue Clay 50-100 Fine/Med Sand/Some Blue Clay
50-100 Blue Clay 100-150 Fine/Med Sand/Some Blue Clay
100-130 Blue Clay 150-200 Fine/Med Sand/Some Rock
130-150 Sand 200-245 Course Sand/Some Rock
150-165 Sand
165-200 Rocks, Boulders/Sand
200-245 Rocks, Boulders/Sand
No Electric log taken and no casing installed
FIGURE 55. OBSERVATION WELL No. II
-142-
-------
Driller's Log
Feet - Feet
Mechanical Log
Feet - Feet
0- 50 Med/Course Sand
50- 65 Med/Course Sand
65-100 Fine/Med Sand/Some Blue Clay
100-140 Fine/Med Sand/Some Blue Clay
140-170 Fine Sand/Some Blue Clay
170-200 Fine/Med Sand/Trace of Blue Clay
200-215 Fine/Med Sand/Trace of Blue Clay
215-250 Fine/Med Sand
250-260 Fine/Med Sand
260-300 Fine Sand
300-350 Fine Sand
350-400 Fine/Med Sand
400-450 Fine/Med Sand
450-470 Fine/Med Sand
Electric Log taken and 30' of casing installed
0-35 Sand
35- 50 Sand & Some Clay
50- 80 Sand & Some Clay
80-100 Sand
100-150 Sand
150-200 Sand
200-215 Sand
215-250 Drill Sand
250-300 Drill Sand
300-350 Drill Sand
350-400 Drill Sand
400-450 Drill Sand
450-470 Drill Sand
FIGURE 56. OBSERVATION WELL No. 12
-143-
-------
Driller's Log
Feet - Feet
0- 50 iSand
50- 65 Sand
65-100 Sand/Very Sandy Streaks
100-150 Sand/Very Sandy Streaks
150-200 Sand/Very Sandy Streaks
Mechanical Log
Feet - Feet
0- 50 Fine/Med Sand
50-100 Fine Sand
l
100-125 Fine Sand
125-140 Fine Sand/Some
140-150 Blue Clay/Fine
200-250 Sand/Very Sandy Streaks 150-200 Blue Clay/Fine
250-300 Sand/Very Sandy Streaks 200-250 Blue Clay/Fine
300-335 Sand/Very Sandy Streaks 250-300 Blue Clay/Fine
335-350 Sand/Sandy Clay/Some Rock 300-320 Blue Clay/Fine
350-400 Sand/Sandy Clay
400-450 Sand/Sandy Clay
450-500 Sand/Sandy Clay
500-550 Sand/Sandy Clay
550-600 Sand/Sandy Clay
600-635 Sand/Sandy Clay
635-650 Drill Sand/Sandy Clay
650-700 Drill Sand/Sandy Clay
700-710 Drill Sand/Sandy Clay
320-350 Fine Sand/Some
350-400 Fine Sand
400-450 Fine Sand
450-500 Fine Sand
500-530 Fine Sand
530-550 Fine Sand/Blue
550-560 Fine Sand/Blue
560-600 Blue Clay/Some
600-635 Blue Clay/Some
635-650 Fine Sand/Some
650-665 Fine Sand/Some
665-700 Fine Sand
700-710 Fine Sand
Electric Log taken and 180' of casing installed
FIGURE 57. OBSERVATION WELL No. 13
Clay
Sand
Sand
Sand
Sand
Sand
Clay
Clay
Clay
Fine Sand
Fine Sand
Blue Clay
Blue Clay
-144-
-------
Driller's Log Mechanical Log
Feet - Feet Feet - Feet
0- 20 Sand with Some Clay 0- 35 Fine/Med Sand/Some Blue Clay
20- 50 Clay 35- 50 Fine Sand/Blue Clay
50- 80 Clay 50- 80 Blue Clay/Fine Sand
80-100 Sand/Sandy Clay 80-100 Blue Clay
100-150 Sand/Sandy Clay 100-110 Blue Clay
150-200 Sand/Sandy Clay 110-125 Blue Clay/Med Sand
200-250 Drill Sand/Sandy Clay 125-140 Med Sand
250-300 Drill Sand/Sandy Clay 140-150 Med Sand/Some Blue Clay
300-350 Drill Sand/Sandy Clay 150-185 Fine Sand/Some Blue Clay
350-400 Drill Sand/Sandy Clay 185-200 Fine Sand/Tr. Blue Clay
400-450 Drill Sand/Sandy Clay 200-250 Fine Sand/Some Blue Clay
450-470 Drill Sand/Sandy Clay 250-290 Fine Sand/Some Blue Clay
290-300 Fine Sand
300-320 Fine Sand
320-350 Fine Sand/Silt/Tr. Blue Clay
350-400 Fine Sand
400-450 Fine/Med Sand
450-470 Fine/Med Sand
Electric Log taken and 200' of casing installed
FIGURE 58. OBSERVATION WELL No. 14
-145-
-------
cr>
FIGURE 59. ELECTRICAL RESISTIVITY OF OBSERVATION WELL
-------
FIGURE 60. ELECTRICAL RESISTIVITY OF OBSERVATION WELL
-------
FIGURE 61. ELECTRICAL RESISTIVITY OF OBSERVATION WELL
-------
CD
I
FIGURE 62. GAMMA RAY-NEUTRON LOG OF WELL NO. 4S IW 25D2
-------
FIGURE 62. (CONT.) GAMMA RAY-NEUTRON LOG OF WELL NO. 4SIW 25D2
-------
SECTION XI
GEOTHERMAL INVESTIGATION OF REPLENISHMENT AREA
Information relative to the movement and size of the shallow ground-
water created by the spreading operation was limited to that provided
by the piezometers and observation wells. As many of the piezometers
were damaged or destroyed and access to the area for their replace-
ment was becoming limited, new techniques of tracing the water move-
ment were investigated. One of these methods, which showed great
promise, was a geothermal survey whereby water movement is traced
and monitored through its temperature. Based on preliminary findings,
a thermal monitoring program was established through Geothermal
Surveys, Inc. The survey area is shown on Figure 63.
This chapter is a discussion of the findings of this survey. The entire
report, "Temperature Stu dy of Spreading Ponds, " p r ep a r e d by
Dr. J. H. Birman and A. B. Esmilla, appears as Appendix 2,
Volume II of this report.
Objectives
The primary purpose of the survey was to establish a pattern of fluid
migration from the replenishment area through the use of groundwater
temperature differential. It was felt that the irregular soil conditions
in the area, along with its close proximity to the San Jacinto River and
San Jacinto Fault zone, would create an irregular wetted formation.
By the use of temperature probes placed in boreholes at various times
during the year, and analyzing the results and considering other
parameters such as chemical quality and physical setting, it was hoped
that a more complete understanding of the behavior of the spread water
could be obtained.
A secondary objective was the possibility that some information as to
the depth of the natural groundwater interface m i ght be provided.
Procedures
The thermistor probes used to obtain ground temperatures are cali-
brated to 0.01* C and were inserted into plastic sleeves or existing
piezometers to a depth of 8-1/2 feet. Some temperature profiles were
taken in observation wells using a thermistor cable. The network of
-151-
-------
probe stations was slightly irregular due to limited access, but most
probes were spaced about 1, 000 feet apart during the early part of the
survey and about 500 feet apart for the later work.
The survey area was monitored several times during the year, and
after each set of readings was plotted unessential probe stations were
discarded and new stations were added. Interpretations were made
using both the temperature and the temperature drift in response to the
annual cycle.
Analyses of Results
The temperature of the spread water was observed and compared with
the background temperatures emanating from several different sources:
normal background temperatures associated with the soil and bedrock,
the San Jacinto River system, and the thermal conditions associated
with the San Jacinto Fault zone.
The coldest temperatures in all the surveys were found in and near the
San Jacinto River Channel. The temperatures found to the west, north-
west and south of the replenishment area were found to be somewhat
warmer and were assumed to represent the normal background
temperatures. Warm temperatures were also found on the east side of
the river channel and these were assumed to be associated with the San
Jacinto Fault zone. The highest temperatures were repeatedly found in
or adjacent to the replenishment area.
The profiles from the observation wells show that the deeper ground -
water had a lower temperature than water at shallow depths. Normally,
the reverse is true. Some of this effect may be caused by the water
being spread, which has a high temperature, raising the temperature
of the shallow groundwater, thus reversing th e normal gradient.
The thermal relief stayed relatively the same in position and values .
There was some response corresponding to the annual thermal cycle
and irrigation practices created some differences in the plain to south-
west and northwest, but the overall th e r m al picture persisted.
Figures 64 through 68 are thermal maps for each survey. There have
been several isolated areas to the southwest of the replenishment area
which have consistently shown high temperatures. These high tempera-
tures seem to be associated with the dairy operations in that area and
the resulting high temperatures of the dairy wastes. The persistent
cold pattern in the river channel implies an active underflow in the
-152-
-------
FIGURE 63. GEOTHERMAL SURVEY AREA
-153-
-------
LEGEND
PROBE STATION, PROBE DEPTH 8.5 FEET
. PIEZOMETER
D OLD WELL
5 OBSERVATION WELL, 260 FEET .DEEP
OBSERVATION WELL, 160 FEET DEEP
CONTOUR INTERVAL : 0.2°C
2000
CITY Of SAN' JACiMTO
NOTEi MAXIMUM PROBE
DEPTH, ALL TEMPERATURE^
OBSERVATIONS, «-l/2FEET
39
'IIPF\
FIGURE 64. TEMPERATURE MAP - SEPTEMBER 3, 1969
-------
LEGEND
2 PROBE STATION, PROBE DEPTH 8.5 FEET
PIEZOMETER
O OLD WELL
8 OBSERVATION WELL, 260 FEET DEEP
O4 OBSERVATION WELL, 160 FEET DEEP
zooo
CONTOUR INTERVAL: OiZ'
CITY OF SAN JACINTO
NOTE' MAXIMUM PROBE
DEPTH, ALL TEMPERATURE
OBSERVATIONS, 0-1/8 FEET
FIGURE 65. TEMPERATURE MAP - SEPTEMBER 19, 1969
-155-
-------
LIMIT OF LATERAL MIGRATION
5 PROBE STATION, PROBE DEPTH 8.5 FEET
PIEZOMETER
OLD WELL
OBSERVATION WELL, 260 FEET DEEP
OBSERVATION WELL, 160 FEET DEEP
CONTOUR INTERVAL i 0.2 C
CITY OF SAN J ACIMTO
O^^^IOOO 20OO
SCALE IN FEET
NOTE > MAXIMUM PROBE
DEPTH, ALL TEMPERATURE
OBSERVATIONS, ff-l/2 FEET
ATA t w* -f r
FIGURE 66. TEMPERATURE MAP - DECEMBER 16-17, 1969
-------
LEGEND
5 PROBE STATION, PROBE DEPTH 8.5 FEET
PIEZOMETER
D OLD WELL
4 OBSERVATION WELL, 260 FEET DEEP
O2 OBSERVATION WELL, 160 FEET DEEP
O ADDITIONAL PROBE STATION
CONTOUR INTERVAL = 0.2 C
CITY OF SAM JACIMTO
a
NOTE' MAXIMUM PROBE
0 IOOO 2000
SCALE IN FEET
DEPTH, ALL TEMPERATURE \
OBSERVATIONS, 8-1/8 FEET
\
FIGURE 67; TEMPERATURE MAP - MAY 6, 1970
-157-
-------
LEGEND
' PROBE STATION, PROBE DEPTH 8.5*
OBSERVATION WELL
NOTEr MAXIMUM PROBE
DEPTH,ALL TEMPERATURE
OBSERVATIONS, 8-1/2 FEE
TEMPERATURE MAP - SEPTEMBER 22-23. 1970
-------
LINE "A"
FIGURE 69. TEMPERATURE PROFILE LINES - SURVEYED
JULY 7 AND 8. 1970
-159-
-------
underground stream bed. It would be reasonable to assume that this
underground flow would follow the historical, rather than the existing
river bed as the channel has been moved to the north in recent times.
In order to develop a better understanding of the configuration of sub-
surface flow in the river channel, three temperature profiles were
made as shown on Figure 69.
The purpose of these profiles was to determine whether the cold
temperatures in the river channel adjacent to the replenishment area
could be traced further downstream. Two of the profile lines were
established 1 to 1-1/2 miles downstream of the replenishment area.
A third profile was located adjacent to the replenishment area. This
survey did indicate that the underflow did continue downstream and that
this underflow was not confined to the river channel. There was also a
zone of high temperatures which may be a result of the San Jacinto
Fault.
Thermal profiles on well 25D2 and on several observation wells showed
the water temperature profile was reversed and indicated that the
effects of the spreading operations may no t extend much deeper
than 60 feet below the surface. The temperatures observed in 25D2 on
two different occasions showed wide variations in the zone at 6 0 feet
and above; below 60 feet, the thermal gradient began reacting to the
normal deep thermal effects. Similar profiles were observed in
several observation wells.
Two observation wells, #1 and #3, exhibited thermal gradients w hi ch
were quite different from those in all the other holes surveyed. The
temperatures observed were up to 2-1/2 degrees warmer and the
gradients are positive except for a small segment between 20 and 38
feet in well #3. The gradients were repeatable as similar readings
were obtained in both July and September. Both of these wells are on
the east side of the San Jacinto River close to the bedrock of the San
Jacinto Range. The thermal effects are interpreted as being caused by
either the heat from the crystalline basement, the San Jacinto Fault,
or both.
Profiles obtained from observation wells #12 and #13 showed wide
variation in the results. The reliability of these results is somewhat
questionable as the wells were newly drilled and the holes contained
some drilling mud, but the information provided is worth mentioning.
Well #12 exhibits a similar water temperature to that of well #6,
although the perched water level in well #12 is almost 150 feet lower.
Observation well #13 shows a somewhat similar thermal gradient to
those found in wells #1 and #3, and also has a similar water level.
-160-
-------
LEGEND
OBSERVATION HOLE
EXISTING WELL
PIEZOMETER
00/00 SULPHATE/CHLORIDE-ppm
133/132
FIGURE 70.
JANUARY 1970
SULPHATE / CHLORIDE CONCENTRATIONS
-161-
-------
LEGEND
OBSERVATION HOLE
EXISTING WELL
PIEZOMETER
00/00 SULPHATE / CHLORIDE - ppm
23P5
I60/I3OB
BtH<
Ul
z
0
g
3IN ST.
Ul
§
BURT
Ul
in
0
(C
z
o
5
D-4-
228/150
L 26GI
F 53/30
AVE i
IL:
"innnnnr
FIGURE 71.
APRIL 1970
SULPHATE/CHLORIDE CONCENTRATIONS
-------
Both v/ells #12 and #13 are clearly within the river channel and there-
fore should be out of the influence of the fault zone. It i s tentatively
concluded, therefore, that both of these wells are within the influence
of the spreading operations.
Chemical quality of the water found in the piezometers, observation
wells and existing wells was compared with thermal results found in the
area. The results of this comparison are interesting. Chloride and
sulfate concentrations are presented on Figures 70 and 71, The re-
plenishment area is characterized by chloride and sulfate concentra-
tions which are consistent with the concentrations found in the effluent;
124 mg/1 chloride and 135 mg/1 sulfate as the 1965-1970 average.
Much higher sulfate values are found in observation wells #1 and #3 on
the northeast side of the river, but the corresponding chloride values
are low. This high sulfate and low chloride trend is also found in
observation wells #6, #9 and #10, and Well 25G1. Piezometers X-l
and Y-l, however, show high values for both chloride and sulfate which
resemble those that were found in the original piezometers and indicate
the wave of high TDS water which apparently precedes the spreading
effluent.
The remaining wells and piezometers on the southeast and southwest
side of the river have low concentrations of both chloride and sulfate.
These values are probably indicative of the normal background con-
ditions not influenced by either the spreading operations, the underflow
of the river, or the fault zone. Well 23P5 appears to be an exception
as its quality resembles the quality o f the water being spread.
However, this is a very shallow well, on the order of 40 feet deep, and
quite possibly could be experiencing changes in chemical quality associ-
ated with its shallow nature. Well 23Q3, which is between 23P5 and
the replenishment area, does not show comparable concentrations of
either chloride or sulfate. Therefore, the high concentrations of
chloride and sulfate do not appear to be due to migration of water from
the spreading area.
The distribution of sulfate throughout the area does not have a definite
correlation with the concentrations found in the effluent being spread in
the replenishment area. The observation wells which exhibit the higher
sulfate concentrations, 1 and 3, also have given the highest tempera-
ture readings found in any of the wells. Apparently the hydrothermal
conditions associated with the San Jacinto Fault zone have created
solutions of high sulfate concentrations on the northeast side of the
river.
-163-
-------
SECTION XII
SUMMARY OF FINDINGS
The upper San Jacinto River Groundwater Basin lies 30 miles southeast
of the City of Riverside in Riverside County, California, and is approxi-
mately 54 square miles in area. Ground elevations vary from 2, 000
feet in the southeast section of the basin to 1, 420 feet in the northwest
section. The San Jacinto Mountains form almost all of the drainage
area, with the highest surface expression, Mt. San Jacinto, standing
10,805 feet above sea level. The runoff that originates in this drainage
area is carried over and through the groundwater basin in the San
Jacinto River which emerges from the mountains into the southeast
corner of the basin. This basin was considered ideally suited to study
the effects of recycling wastewater on an existing groundwater supply
because the basin is essentially closed. Based on existing well data,
this basin has been divided into three separate sub-basins, each with
distinct groundwater conditions:
The Canyon Sub-basin is upstream of the nearly impermeable
San Jacinto Fault and along the San Jacinto River. This area
has high water levels which fluctuate 100 feet or more annually.
This fluctuation is caused by recharge from the San Jacinto
River in the winter and heavy pumping withdrawal in the summer.
These high water levels are partially maintained by the near-
impermeability of the San Jacinto Fault.
Downstream from the Canyon Sub-basin is the Intake Area which
is underlain by highly permeable sedimentary deposits and is
recharged from both Bautista Creek and the San Jacinto River
as well a s some flow through and/or over the San Jacinto Fault.
Also, this area supplies the major portion of w a t e r to the
Pressure Area.
Within the third or Pressure Area which is bounded by the Casa
Loma and San Jacinto Faults from the City of Sari Jacinto north-
westward, well logs reveal a substantial thickness of low water-
bearing sediments. This area was historically artesian but over
a period of years the groundwater basin has been pumped down
resulting in a dropping of the groundwater level as much as 200
feet. The northwest boundary of this zone is immediately north
of t h e San Jacinto River where the sediments become relatively
impervious. The major portion of water in this area comes
from the Intake Area.
-165-
-------
The San Jacinto Fault forms the northern and eastern boundaries of
the groundwater basin and is somewhat impervious to groundwater flow.
The Casa Loma Fault traverses the western portion of the basin and
also inhibits groundwater transfer.
The climate of the Upper San Jacinto Groundwater Basin is dry, with an
average annual valley rainfall of between 12 and 13 inches occurring
primarily during the winter months. Rain squalls occur occasionally
during the summer months. Valley temperatures are high during the
summer, with readings over 110°, and during winter nights the temp-
eratures drop below freezing. The average rainfall is insufficient to
sustain agricultural crops which require significant amounts of water
and hence pumpage of the groundwater or importation of surface water
is necessary.
The San Jacinto River and its tributaries carry the runoff which
originates in the watershed of the groundwater basin, the San Jacinto
Mountains, into the basin where recharge occurs and, during flood
times, over the basin into Railroad Canyon Lake and Elsinore Lake.
The major tributaries to the San Jacinto River are the North and South
Forks of the River and Strawberry Creek, all of which join the river
above the Canyon Sub-basin, and Indian Creek, Bautista Creek, Poppet
Creek and Potrero Creek.
Stream flow records on the above streams are limited, as is common
for many western rivers. Almost all of the stream flow which is con-
tributed to the groundwater supply comes from the San Jacinto River,
and Indian, Bautista and Poppet Creeks. Very little of the water
which is carried by Potrero Creek is percolated into the ground.
A 47-year period of rainfall records was studied and a 38-year base
period, beginning with the 1922-23 fiscal year and ending in 1959-60
was selected. The mean precipitation for this period closely approxi-
mates the long-term mean for the entire period of record.
The surface inflow to the basin is mainly from the San Jacinto River,
and Bautista, Indian, Poppet and Potrero Creeks while most of the
surface outflow is along the San Jacinto River. The net groundwater
underflow through the faults is assumed to be zero. The annual average
change in the groundwater storage was calculated to be about 12,000
acre feet, and the long-term potential yield was shown to be about
11, 300 acre feet.
Lack of continuity of data for the same well over a long period of time
in or near the replenishment area made it impossible to determine any
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trends in the chemical quality of the groundwater. However, from a
comparison of Waring's report'"' dated 1915 and this study, it appears
that the mineral content has been fairly constant, with the chlorides
and sodium increasing slightly. The quality of the water spread was
sufficiently different from the existing groundwater that any mixing and
blending should have been observable. The basic water quality tracer
used in the study was chloride and some changes were indicated.
Sulfate and electrical conductivity were also used as quality tracers,
but results were masked by the San Jacinto Fault zone which causes
high sulfate concentrations in the area.
At the beginning of the project it was decided that the method of apply-
ing water in the spreading basins should be one of alternately wetting
and drying. It is known that a constantly wet soil will eventually seal.
Also, alternately wetting and drying a basin by intermittent spreading
permits air to enter the soil, thus allowing oxygen to reach the soil
organisms. These organisms, particularly aerobic bacteria, utilize
the free oxygen in biochemical oxidation process and provide a tertiary
treatment to all water spread on the soil.
During early operations, when Colorado River w a t e r was spread,
several basins were unavoidably continuously wet and clogged tightly,
preventing further infiltration of water. Initially, the effluent from the
Hemet-San Jacinto Water Reclamation Facility had a heavy load of
suspended solids. These solids clogged many basins and it was neces-
sary to scarify the basin soil. Another source of operational difficulties
was occasioned by excessive detention time at the Reclamation Facility
which permitted a tremendous load of algae to inundate each basin,
eventually clogging the soil again. Bypassing of the regulatory ponds
eliminated any algae problem and no sealing problems due to algae or
suspended solids have occurred since. The basins were rototilled at
regular intervals.
The unusually wet winter of 1968-69 created saturated soil conditions
throughout the replenishment area and led to substantial increases in
the volume of effluent pumped to the replenishment area as some
surface runoff was received by the sewerage system. As a result of
the increases in plant flow and the high water table, the spreading
operation was augmented by a pasture irrigation operation. This
operation allowed the basins to be operated on a uniform cycle at a
reduced flow.
The basins have exhibited an overall decrease in infiltration rates since
the beginning of the spreading operations. Both the hydraulic load rates
and the infiltration rates demonstrate a yearly cycle, with the high in
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summer and the low in the winter. Most of this variation can be at-
tributed to temperature and viscosity changes of the water. The
hydraulic load rates have been fairly constant and low throughout most
of the project, rarely going above 0. 5 feet/day.
Plant growth in the basins was phenomenal. Several maintenance
schedules and weed removal operations were attempted until a system
whereby the basins were tilled with a large tractor-mounted rototiller
proved to be most effective and economical. Now each basin is roto-
tilled two or three times per year.
To obtain data most efficiently and to fulfill several of the project
objectives, an underground sampling structure was installed. Investi-
gation of previous work with these underground structures showed that
the gravel-filled funnels used to collect samples created a capillary
fringe in the soil above the funnels, thereby causing a long detention
time in the capillaries. This detention time, expressed as a lag be-
tween the time a particle of water enters the soil and the time this same
particle discharges, from the sampling system, could be in the magni-
tude of .days. However, it was known that the water actually entered the
soil and passed the level of the funnel in a matter of minutes or hours.
Model studies were conducted .to eliminate or minimize the inherent
detention time of a system capable of sampling water for chemical and
bacterial analysis from the'soil which has water moving at unsaturated
flow conditions. These studies were directed toward the funnel or
actual sampling device which first meets the water. Six-inch diameter
funnels were filled with many different types, grades and graded soils
and placed in soil within 55-gallon drums to simulate actual field con-
ditions. These results formed a basis from which the studies were
. conducted.
The-highest rate of .water recovery was obtained when glass wool was
placed in the funnels. These recovery rates were over 90% for the
glass wool and .less than 10% for different arrangements of soil in the
funnels.
In the field installation, the sampling pan funnels placed at one-,
two-, four-, six- and eight-foot depths, in both disturbed (fill) and
undisturbed (natural) soils, were connected to the central well by use
of a plastic pipe. The original installation in the fill material settled
around the funnels and had to be replaced. The recovery rate from
this sampling structure through 1968 was over 90%. After the large
amount of rainfall during the 1968-69 winter the recovery rates from
the-sampling structure increased to as much as 140% and a new
sampling schedule had to be developed.
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The recharge water, rather than percolating directly downward to t h e
deep groundwater, has been spreading laterally. The configuration of
the percolating water has been such that its shape is not completely
understood. In an attempt to delineate a theoretical mound, a grid of
piezometers 200 to 400 feet apart, was established over the entire
area. The top of the shallow groundwater was found to be only a few
feet below the ground surface directly under the replenishment area.
It appeared to shift laterally if one basin was recharging considerably
more than another.
The quality of the recharged water has been constantly monitored.
Much of the quality data was obtained from analyses of water from both
the sampling pans and piezometers. The analyses included Methylene
Blue Active Substances, Ammonium-Nitrogen, Nitrate-Nitrogen, Total
and Dissolved Chemical Oxygen Demand, Non-filterable and Volatile
Residue, Hardness, Filterable Residue, Confirmed and Fecal Coliform.
MBAS concentrations dropped'to less than 0. 2 mg/1 at the eight-foot
level. This low concentration can partially consist of positive inter-
ferences in the analysis. Nitrate-Nitrogen concentrations increased
down to the four-foot level, then decreased thereafter. Both dissolved
and total chemical oxygen demands decreased rapidly as the water
percolates downward. The confirmed and fecal coliform concentrations
also decreased rapidly with depth and at the eight-foot level there was
approximately 10 fecal coliform p e r 100 milliliters of water.
As much background data as possible were obtained on the wells sur-
rounding the recharge area. All of these wells were sampled regularly
to produce additional background and as a check on the movement of the
recharge water. In late 1968, additional wells were found in the nearby
area and these wells were incorporated in the study. In July 1969 and
again in August 1970 several observation wells were drilled and the
information provided by these wells has also been included in the study.
The location of these wells is such that the recharge area is encircled
in all directions, and it w a s believed that the wastewater could be
traced. The contours of the deep groundwater show a pumping depres-
sion upstream, i. e. , to the southeast.
A cable tool well was dug in the southeast corner of the replenishment
area, providing soil samples during the drilling operations. To date,
water samples from this well have shown no traces of the recharged
water. A packer pump was built to obtain water samples from both
this cable tool well (25D2) and an abandoned well (23R1) immediately
northwest of spreading basin 10. It has been carried through each well
several times and water obtained from various levels.
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It is now known that downward permeability in the area is impeded by a
structure characterized by silt and clay layers interbedded by coarser
material. A further proof of this phenomenon is apparent from the
geothermal survey. Using a series of extremely accurate temperature
probes, an irregular elliptical groundwater mound with a long axis of
approximately 6, 000 feet was developed. '
The temperature probes were inserted in a rectangular network of
piezometers that were placed about 10 feet deep and temperature
probes, called thermisters, were inserted, balanced using a'wheat -
stone bridge, and temperatures read. By monitoring and plotting these
temperatures several times during the year, and knowing the tempera-
ture effects of the bedrock, gravels and underground waters, the flow
of the recharged water could be segregated and the migration of the
underflow could be interpreted.
An extremely interesting fact also emerged from the geothermal
surveys. They suggest that this migration could have extended further
except that much of the recharge water apparently flowed underground
to the northwest along the subsurface river channel, and its identity
was lost.
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SECTION XIII
ACKNOWLEDGMENT
It is neither possible nor practical to list each and every institution,
agency and individual contributing to this project, as they are far too
numerous. However, in addition to the individuals listed on the Roster
of Governing Bodies (following page), the authors ( Do yl e F. Boen,
James H. Bunts, Jr. and Robert J. Currie) are especially indebted to
the following:
Dr. Gordon Eaton and the University of California at Riverside
California State Water Resources Control Board
Los Angeles County Flood Control District
Riverside County Flood Control and Water Conservation District
Engineering-Science, Inc.
Geothermal Surveys, Inc.
The large group of local farmers and landowners who allowed the
District to traverse their lands for geological, seismic, and
thermal surveys and for the drilling of observation wells and
piezometers.
The District is also indebted to the owners of the wells in the area who
have allowed and are continuing to allow unlimited access to their
wells.
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ROSTER OF GOVERNING BODIES
BOARD OF DIRECTORS
EASTERN MUNICIPAL WATER DISTRICT
W. M. Kolb President
Merlyn L. Mclntyre Vice President
Albert W. Eggen (1965-1970) Director
John D. Fett (1971-19-) Director
Floyd C. Bonge Director
J. Langdon Maxwell Director
PROJECT CONTROL BOARD
PROJECT DIRECTOR - Doyle F. Boen
General Manager and Chief Engineer
Eastern Municipal Water District, Hemet, California
PROJECT ENGINEERS-- James E. Lenihan (1965-1968)
Jack W. Pierce (1969-1970)
James H. Bunts (1970-1971)
Eastern Municipal Water District, Hemet, California
MEMBERS OF THE BOARD
Richard A. Bueermann, Executive Officer
California Regional Water Quality Control Board, Santa Ana Region
Riverside, California
\
Albert F. .Bush, Professor of Engineering
University of California, Los Angeles
Los Angeles, California
Harvey F. Ludwig, President
Engineering-Science, Inc.
Arcadia, California
Jack E. McKee, Professor of Environmental Engineering
California Institute of Technology
Pasadena, California
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Roster of Governing Bodies, continued:
PROJECT ADVISORY COMMITTEE
Paul R. Bonderson. California Regional Water Quality
Control Board
Arthur E. Bruington Los Angeles County Flood
Control District
Robert J. Churi California State Department
'' of Water Resources
Robert O. Eid Riverside County Flood Control and
Water Conservation District
Maurice B. Hawkins Riverside County Health Department
John D. Parkhurst Los Angeles County Sanitation
Districts
Arthur W. Reinhardt California Department of
Public Health
David B. Willetts (1965-1966) California State Department
of Water Resources
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REFERENCES CITED
1. "Preliminary Report on Collection, Treatment and Disposal of
Sewage and Industrial Waste for the Eastern Municipal Water
District," 1962, Engineering-Science, Inc.
2. "Geology of the San Jacinto and Elsinore Basins" Appendix B;
Feb. 1959, Santa A n'a River Investigation, Bulletin No. 15,
California State Department of Water Resources
3. C. R. Willingham, "A Gravity Survey of the San Bernardino
Valley, California, " 1968, M.A. Thesis, University of California,
Riverside
4. A. A. Young, P. A. Ewing and H. F. Blaney, "Utilization of the
Waters of Beaumont Plains and San Jacinto Basin, California, "
1942, United States Dept. of Agriculture,
5. J. E. Fritz and F. E. Resell, Jr., "The Maximum Safe Yield of
Water from the Hemet-San Jacinto Valley, " 1947, Masters thesis
California Institute of Technology
6. H. G. Schwarlcz, Jr.,,"Safe Yield of the H em et - San Jacinto
Groundwater Basin, " 1967. Report prepared for Eastern Muni-
cipal Water District
7. "Upper Santa Ana River Drainage Area Land and Water Use
Survey, " July 1964, Bulletin No. 71-64, California State Depart-
ment of Water Resources
8. "Santa Ana River Investigation, " Feb. 1959, Bull e tin No. 15,
California State Department of Water Resources
9. G. A. Waring, "Ground Water in the San Jacinto and. Temecula
Basins, California, " 1919, U. S. G. S. Water Supply P ap e r 429
10. F. C. McMichael, J. E. McKee, "Report of Research on Waste-
water Reclamation at Whittier Narrows, " 1965. Prepared for
Resources Agency of California, State Water Quality Control
Board
11. T. William Lambe, "Soil Testing For Engineers," 1951,
John Wiley and Sons, New York
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References, continued:
12. "Sanitary Significance of Fecal Col if o rm in the Environment, "
1966, Water Pollution Control R e s e a r c h Series, FWPCA,
13. M. Bookman, R. M. Edmonston and W. R. Giannelli, "Investiga-
tion of Storage and Regulation of Imported Water in Upper San
Jacinto Ground Water Basin, "1960. Report prepared for
Eastern Municipal Water District
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GLOSSARY
Acre foot
Activated sludge'
Activated sludge
process
Aerobic
Algal bloom
Alluvial deposit
Alluvium
Anaerobic
Anomaly
Anistropic
Aquifer
A volume of water 1 foot deep and I1 acre in area,
or43,560 cu. ft., or 325,900 gallons
Sludge floe produced in raw or settled wastewater
by the growth of zoogleal bacteria and other
organisms in the presence of dissolved oxygen
and accumulated in sufficient concentration by
returning floe previously formed
A biological wastewater treatment process in
which a mixture of wastewater and activated
sludge is agitated and aerated. The activated
sludge is subsequently separated from the treated
wastewater (mixed liquor) by sedimentation and
wasted o r returned to the process as needed
Requiring, or not destroyed by, the presence of
free elemental oxygen
Large masses of microscopic and macroscopic
plant life, such as green algae, occurring in
bodies of water
Sediment deposited in place by the action of
streams
Sand, silt or similar detrital material deposited
in flowing water, or the permanent unconsolidated
deposits thus formed
Requiring, or not destroyed by, the absence of
air or free (elemental) oxygen
A deviation from a norm for which an explanation
is not apparent on the basis of available data
Exhibiting different properties when tested along
axes in different directions
A porous, water-bearing geologic formation.
Generally restricted to materials capable of
yielding an appreciable supply of water
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Artesian
Bedrock
BOD
Cable-tool drilling
Capillary water
COD
Cienega
CIT
Pertaining to groundwater, or things connected
with groundwater (e.g., a well or underground
basin) where the water is under pressure and
will rise to a higher elevation if afforded the
opportunity to do so
The solid rock encountered below the mantle of
loose rock and more or less unconsolida.ted
material which occurs on the surface of the litho-
sphere. In many places, bedrock appears at the
surface
Abbreviation for biochemical oxygen d e m a n d .
The quantity of oxygen used in the biochemical
oxidation of organic matter in a specified time,
at a specified temperature, and under specific
conditions. A standard test used in assessing
wastewater strength
A method of drilling wells by the use of cable
tools. The hole is drilled by a heavy bit, which
is alternately raised by a cable and allowed to
drop, breaking and crushing the material which it
strikes. Such material is removed from the hole
by bailing or sand pumping
Water held above the zone of saturation in the
soil o r in the interstices of other porous media
1 . ' ' ' r * , .
by capillary force
Abbreviation for chemical oxygen demand. A
measure of oxygen-consuming c ap a c it y of in-
organic matter present in water or wastewater.
It is expressed as the amount of oxygen consumed
from a chemical oxidant in a specific test. It
does not differentiate between stable and unstable
organic matter and thus does not correlate with
biochemical oxygen demand
A spring or an area where the water table is at
or near the surface of the ground
California Institute of Technology
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Coliform-Group
bacteria
District.
Effluent
Electric well log
Fecal Coliform
Grab'en
Hydraulic load rate
Infiltration rate
A group of bacteria predominantly inhabiting the
.intestines of man or animal, but also occasion-
ally elsewhere. It includes all aerobic and facul-
tative anaerobic Grain-negative, non-spore-
forming bacilli that ferment lactose with the
production of gas
Eastern Municipal Water District
Wastewater or other liquid p a r t ia lly or com-
pletely treated, or in its natural state, flowing
out of a reservoir, basin, treatment plant, or
industrial treatment plant, or part thereof
A record obtained in a well investigation from a
traveling electrode: it i s in the form of curves
that represent the apparent values of the electric
potential and electric resistivity or impedance of
the formation and their contained fluids through-
out the uncased portions of a well
That portion of t h e coliform group which pro-
duces gas from Lactose at 44. 5* C. and is
present in the gut or feces of warm-blooded
"animals
A depressed segment of the earth's crust
"' bounded oh at least two s i de s by faults and
generally of considerable length as compared to
width.
The total volume of wa ter applied to a basin
during the month, divided by the number of days
in the month divided by the area of the basin
The short-term rate at which water actually
enters the soil
MBAS
mgd
M ethyl ene blue active substances -indicates
detergent concentration
Million gallons per day
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Milligrams per liter
MPN
A unit of the concentration of water or waste-
water constituent. It is 0.001 g of the constitu-
ent in 1,000 ml of water. It has replaced the unit
formerly used commonly, parts per million, to
which it is approximately equal, in reporting the
results of water an d wastewater analysis
Most probable number -that number of organ-
isms per unit volume that, in accordance with
statistical theory, would be more likely than any
other number to yield the observed test result or
that would yield the observed test result with the
greatest frequency. Expressed as density of
organisms per 100 ml. Results are computed
from the number of positive findings of coliform-
group organisms resulting from multiple-portion
decimal-dilution plantings
Parts per million The number of weight or volume units of a minor
(PPM) constituent present with each one million units of
the major constituent of a solution or mixture
Perched groundwater Groundwater that is separated from the main
body of groundwater by an aquiclude
Piezometer
Potential long-term
yield
An instrument for measuring pressure head in a
conduit, tank or soil
The annual rate at which water can be extracted
from a groundwater basin without causing any
long-term lowering of the groundwater table
Ripening
The aerobic conditions created in the soil through
intermittent application of the effluent and the
subsequent reaeration of the soil
U.S. GOVERNMENT PRINTING OFFICE: 1972 484-484'202 1-3
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1
Accession Number
w 7
5
r. Subject Field & Group
03C
SELECTED WATER RESOURCES ABSTRACTS
INPUT TRANSACTION FORM
Organization
Eastern Municipal Water District, Hemet, California
Title
STUDY OF REUTILIZATION OF WASTEWATER RECYCLED THROUGH GROUND WATER.
10
Author(s)
Doyle F. Boen
James H. Bunts, Jr.
Robert J. Currie
16
Project Designation
EPA Project 16060 DDZ
21
Note
22
Citation
23
Descriptors (Starred First)
*ground-water recharge, ^reclaimed water, ground-water basins, California,
ground-water movement
25
Identifiers (Starred First)
27
Abstract
A project to demonstrate the feasibility and safety of recycling water under operating c
ditions was performed in the Hemet-San Jacinto Valley of the State of California. Since
Valley is a closed basin, and is dependent in part upon imported water, it was felt thai
recycling of the water would ultimately lead to a reduction in the salt input and resuH
degradation of the existing underground reservoir.
Extensive geological investigations indicated that the basin was not homogeneous in natt
but had clay lenses and faulting which interfered with the creation of a classic mound.
Partially as a consequence, the recharge of 5,380 acre 'feet of wastewater during this s:
and one-half year period had no effect on surrounding water wells.
The project added considerable knowledge and experience to the technology of intermittei
wastewater percolation and associated monitoring techniques. A novel feature of the
project was the employment of highly sensitive temperature probes to trace the lateral
migration of the recharged water, much of which appears to be escaping as shallow under:
to the San Jacinto River and hence not reaching the deep groundwater table.
This report was submitted in fulfillment of Project Number l6o60DDZ, under the partial
sponsorship of the Office of Research and Monitoring, Environmental Protection Agency.
Abstractor
Institution
WR:I02 (REV. JULY 1969)
WRSIC
SEND. WITH COPY OF DOCUMENT. TO: WATER RESOURCES SCIENTIFIC INFORMATION CE:
U.S. DEPARTMENT OF THE INTERIOR
WASHINGTON. D. C. 20240
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