01AOOC1554
CONNECTICUT RIVER BASIN PROGRAM
Part III of Phase I
Water Quality Reconnaissance for
THE CONNECTICUT RIVER SUPPLEMENTAL STUDY
This study fulfills the water quality information requested in
the Supplemental Study Guidelines for the water quality aspects
of the environmental reconnaissance section.
Prepared for the New England River Basins Commission by
The U.S. Environmental Protection Agency
Region I
March 1975
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FOREWORD
Transitions in water quality vithin individual water bodies
have been recorded in geologic time for millions of years. However,
these transitions have been the result of natural activities such as:
climatic changes, tectonic movement, erosion, glacial movements, trans-
gressive and regressive sequences of the seas, to name Just a few. The
recorded transitions have taken thousands of years in most cases. Man's
activities within the last 2000 years has accelerated changes in water
quality. His impact on the water bodies has become progressively more
severe with his increasing population and industrialization. Under his
present technological development, man has the ability to alter in
seconds, what nature has taken eons to establish. In view of this fact,
attempts have been made to encourage practices which can co-exist with
the environment rather than inducing irreparable damages to it.
In order to exist harmoniously with the environment man has
begun to realize the importance of understanding the mechanisms governing
his environment and the importance of determining his impacts upon the
environment. It was in this light that requests for additional informa-
tion established the Connecticut River Supplemental Study.
It was felt that additional information on non-structural methods
of flood control and environmental concerns was needed in order to
establish the most comprehensive and compatible flood management program
for the Connecticut River Basin.
Based on the information available, the Environmental Protection
Agency was given the task of determining the degree to which various
water quality parameters are affected by streamflow variations based on
high and low flow conditions. The Agency was also to determine the amount
of nutrients, sediments, and silts lost to the basin. This information
was to be derived from data collected by EPA's Storet System, the United
States Geological Survey, the Corps of Engineers dredging records, and
individual state, local, and private sources. EPA was directed to present
a sketch of factors primarily responsible for basin water quality and to
forecast changes in these affecting factors and future water quality. EPA
was also requested to present a detailed account on the effects of impound-
ments on water quality and to include with this a bibliography dealing
with the effects of impoundments on water quality. Finally, EPA was re-
quested to perform a water quality reconnaissance on the six tributaries
that were being investigated by the Bureau of Sport Fisheries and Wildlife.
Although some of these tasks were not explicitly stated in the
Supplemental Flood Management Study, Plan of Study, July 1, 1973, they
were requested and implicitly required as the plan of study was formulated.
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SUMMARY
AN ENVIRONMENTAL SKETCH OF FACTORS PRIMARILY
RESPONSIBLE FOR BASIN WATER QUALITY
Water quality in the basin's natural condition was generally
excellent. The activities of man have caused very serious local
deterioration by discharging into the stream systems municipal and
industrial wastes, chemical pollutants from industry and agriculture,
sediment from agricultural and construction activities, heat from
industry and power production and miscellaneous trash and refuse.
However, present conditions indicate that the water quality, on the
whole, is generally suitable for bathing, and recreational purposes,
for public water supply with treatment, and for good aesthetic value.
It is acceptable for many kinds of fish and wildlife and is suitable
for agricultural and industrial uses. However, as stated, there are
localized areas where water quality is seriously degraded. These
degraded stretches of river are in the vicinity of urbanized areas which
have inadequate or raw waste treatment or have combined sewer overflows
as a part of their sewerage systems. The water quality in these areas
is unsafe for human consumption (unless adequately treated) or body
contact sports. Also, in these areas the water quality is generally
such as to preclude the area to commercial harvesting of shellfish.
The Federal Water Pollution Control Act Amendments of 1972, with more
stringent treatment requirements should upgrade the water quality.
The water quality standards previously adopted by the states
covering interstate waters have been extended to include all intrastate
waters. These standards have been revised by the states and approved
by both the states and the Federal Government.
STREAM FLOW AND ITS EFFECT ON WATER QUALITY
In order to determine the degree to which various water
quality parameters are affected by stream flow variations, attempts
were made to correlate water quality parameters with a series of flow
regimes during the high flow period of March through May and during
the low flow period of July through September at the National Network
Monitoring Stations at Enfield, Connecticut; Northfield, Massachusetts;
and Wilder, Vermont. The correlations indicated that, generally, 10%
to 25% of the parameter variation can be attributed to flow. Thus the
significant relations were weak and the correlations were mild. This
indicates that the changes in water quality caused by flow variation
are slight and that most of the variation in the parameters measured
must be due to other factors such as effluent discharges, runoff,
surrounding environments, use, and experimental error.
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Of the 12 parameters examined, only ph, alkalinity and
hardness exhibited similar trends at most stations. pH showed that
there was little or no correlation between its value and flow, while
alkalinity and hardness showed that an inverse relation existed
between their concentrations and flow.
The quality of the data used in many cases was questionable.
This is due to the numerous sources submitting data to Storet, poor
sampling techniques, and experimental error. However, with the new
program initiated by the States, the input into STORET is improving.
NUTRIENT LOSSES TO THE BASIN
Using the same Storet file indicated in section 1.0 attempts
were made to determine the nutrient losses to the basin. Unfortunately,
the Wilder Station was def-icient in nutrient data. Nutrient loads in
the form of phosphates and ammonia-nitrogen were determined at the
Northfield and Enfield Stations for an average high and low flow.
The daily nutrient loads passing the Northfield Station range
between 1,300-8,000 Ibs/day for ammonia-nitrogen and 9,000-13,000 Ibs/day
for phosphates. The daily nutrient loads passing the Enfield Station
range between 13,000-33,000 Ibs/day for ammonia-nitrogen and 11,000-
30,000 Ibs/day for phosphates. The loads measured at each station show
the net cumulative load acquired from the drainage area above the
sampling station. Thus the load carried at Enfield reflects partially
the load carried at Northfield.
The apparent anomaly indicated between the phosphate and
ammonia-nitrogen load ratios exhibited at the two stations is probably
a result of the individual sampling locations. The high levels of
ammonia-nitrogen registered at Enfield are caused by the tremendous
load of ammonia-nitrogen discharged into the river in the Springfield
Metropolitan area just above Enfield. There is only a small discharge
of ammonia-nitrogen to the river above Northfield.
The estimated nutrient loads carried by the Connecticut River
do not account for those nutrients removed from the stream by oxidation,
utilization or resuspension and, hence, as such are probably conservative.
The nutrients measured are taken from samples which actually contain the
net concentrations carried at the Northfield and Enfield Stations.
By measuring the amount of effluent being discharged from
the municipal facilities and using a conversion factor for nitrogen
and phosphorus, an estimate indicating the amount of nutrients which
could be removed by expanding existing facilities to tertiary treatment
is calculated. The calculations represent an average value for the
nutrients being discharged in domestic wastes from municipal facilities
in the basin.
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A factor of 7-10 mg/1 of phosphorus and 15-35 mg/1 of nitrogen
is used as the concentrations of these nutrients in domestic waste waters,
The amount of the nutrients capable of being removed from the basin
above Northfield is calculated to be 1,631 - 3,805 Ibs/day of nitrogen
and 761 - 1,087 Ibs/day of phosphorus. Between Northfield and Enfield
the amount of nitrogen capable of being removed is 8,236 - 19,218 Ibs/day
and 3,844 - 5,491 Ibs/day of phosphorus. These figures illustrate the
need for advanced waste treatment especially in the urbanized areas in
the lower portions of the basin.
ESTIMATED SILT LOSSES TO THE CONNECTICUT RIVER BASIN
Data accumulated by the U.S. Geological Survey was used to
estimate the silt loads lost to the Connecticut River. The data
indicated that the major sediment loads and flows occurred during the
winter and spring flows.
The flows and sediment loads in the winter and spring show
the least correlation due to the unstable flow conditions that exist
in the basin during these months. It is in the more stable flow
regimes of the summer and fall that the generally higher degrees of
correlation occur.
Based on the assumption that the erosion characteristics of
the basin are typified in the tributaries sampled, estimates on the
amount of sediment load carried by the Connecticut River were attempted.
The Connecticut River is estimated to carry approximately .75 million
to 5 million pounds of sediment each day. This may not be a very large
amount when the size of the drainage area and the amount of resuspended
existing sediments are considered. Nonetheless, the deposition of
eroded sediments has a cumulative effect on the stream bed until the
sediments are moved out by high flows.
The Corps of Engineers' dredging records and other reports
indicate that, although a portion of the sediment at the mouth of the
river is deposited during alongshore movement of sediment, above the
mouth much of the deposition comes from excavated soil moving back into
the channel from nearby spoil areas. The sediment derived from erosion
sources within the Basin is a minor source of the material deposited
in the navigation channel. Other reports also indicate that erosion
on the whole is minimal.
Surveys indicate that if the farmers relied solely on sediment
renewal rather than fertilizers, their crop production would be only
marginal.
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Even though evidence indicates a relatively minor amount of
siltation occurs in the Connecticut River as a whole, there are local
instances where induced sedimentation has been severe enough to cause
serious economic losses to local residences. The Gale River has had
extreme sediment buildups during the last ten years. Evidence indicates
that nearby long-term construction of 1-93 has been a major source of
this sediment buildup. Frequent fluctuations in storage pool elevations
at the hydroelectric dams has also been linked with stream bank erosion
problems. In most instances, areas of large scale sediment buildup can
usually be traced to improper land management, development or construction
practices.
CHANGES IN WATER QUALITY AS A RESULT OF IMPOUNDMENT
Impoundments placed on a stream will alter the physical conditions
within a stream. The natural changes, plus changes induced by man's acti-
vities around the impoundment can cause large scale changes in water quality.
This can pose serious threats to future quality and life in the river or
impoundment. For this reason there are both direct and indirect ramifica-
tions which must be considered before accepting a structural method of
flood control.
When using an impoundment for flood control, concern should
be emphasized on the effects of thermal stratification, nutrient influx,
the settling basin created by the impoundments, downstream releases, the
impoundment's influence on groundwater, and development around the
impoundment. If an impoundment is to be used for flood control, then
ways to maintain water and environmental quality are available and should
be implemented as part of the program, the most basic considerations
being the limitation of developments around the impoundment, the enforce-
ment of proper waste treatment both upstream and in close proximity to
the structure and its impoundment, and downstream releases of impounded
water.
LAND USE FUNCTIONS IN WATER QUALITY MANAGEMENT
Since water quality is so dependent upon land use, it is
becoming more rapidly accepted that controlled land use is an essential
part of water quality management.
The concept of reserving land for functional open space is
currently practiced. An important practice of reserving a strip of land
in the floodplain of a river is now being considered in many areas.
The maintenance of this buffer strip alongside all streams applies to
forest, agriculture, and urban land alike. This well vegetated strip
would effectively reduce the influx of phosphorus, pesticides, and
suspended particulate matter. It would stabilize river banks, enhance
the appearance of water bodies and offer some area for outdoor
recreation such as hiking, camping and hunting. This practice prevents
excessive flood plain enchroachment and leads to reduced flood damages.
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WATER QUALITY RECONNAISSANCE OF SIX SELECTED TRIBUTARIES
Six watersheds were selected so as to be coincident with the
watersheds analyzed by the Bureau of Sport Fisheries and Wildlife. They
are the Deerfield and Westfield Rivers in Massachusetts, the Annnonoosuc
River in New Hampshire, the White and Passumpsic Rivers in Vermont
and Whetstone Brook in Vermont. On each watershed a water quality
reconnaissance was performed based on the data available.
Westfield River
The dissolved oxygen was found to be above 5 mg/1. Alkalinity
was found to be higher due to discharges around West Springfield and
the influence of the Westfield Little River which was found to have
higher alkalinity concentrations. The suspended solids and BOD peaks
are higher around industrial and urbanized areas indicating the impact
of man's activities upon the stream. In many classified B waters,
standards are violated with respect to coliform numbers, especially
around Westfield, Agawam and West Springfield.
Deerfield River
Dissolved oxygen concentrations were above 5.0 mg/1 at all
points sampled. However, coliform standards for class B waters were
violated in all instances except at the last two sampling stations
about 33 miles above the confluence with the Connecticut River.
The: North and Green Rivers are subject to stress as is
indicated by the sampled values. The Green River recorded the
highest suspended solids concentration for the entire system and the
lowest dissolved oxygen concentration of less than 1 mg/1. The North
River recorded the highest pH value for the entire basin area sampled.
The data indicated that the waste load carried by the Green River was
felt in the Deerfield after the confluence of the two rivers.
There are four sections of the Deerfield Basin that are
classified below B:
1. the lower portions of the Deerfield after confluence
of the Green River,
2. the lower portions of the Green River,
3. the lower portions of the North River, and
4. a section of the Deerfield near Monroe.
These lower classifications are due to conditions generated
by nearby discharges.
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Whetstone Brook
The Whetstone offers no significant flood contribution to
the Connecticut River, but due to its flashflood nature, it poses
special problems to the Town of Brattleboro. The dissolved oxygen
concentration is greater than 7.0 mg/1, throughout. Whetstone Brook
illustrates the typical effect of urban development along a stream.
All the parameters measured except coliforms indicated low concen-
trations until the stream passed through the urbanized Brattleboro
area. The coliform counts violated the Class B standards at all
stations sampled. However, below the populated centers, the con-
centrations were significantly higher. The high MPN coliform
counts found in the sampled stream portions are thought to be
caused by animal wastes or seepage from the mobile homes and houses
located along the brook. Whetstone Brook is presently classified
"B" except Pleasant Valley Reservoir which is classified "A".
White River
Presently classified "B", the White River had a dissolved
oxygen concentration greater than 7.0 mg/1. The BOD profile is low,
but peaks generally coincide with the DO profile depressions. Short
narrow BOD peaks indicate a high rate of reaeration.
The BOD profile and the coliform profile indicate wastes
are being discharged from West Hartford, Bethel, Royalton, South
Royalton, and Granville.
Alkalinity indicates a significant anomaly. Due to the
geologic terrain over which the three Branches flow, the alkalinity
is significantly higher. Due to the Branches' contribution, the
alkalinity in the mainstem after their confluence is significantly
higher than that measured in the mainstem before the confluence of
the Third Branch at Bethel.
Again coliform counts around population centers are high and
in these areas the number of coliforms violate "C" state standards.
Ammonoosuc River
The Ammonoosuc River is classified "B" with some upper
portions of its tributaries being classified "A". Almost all stations
passed on the class "B" requirements for dissolved oxygen. The
station reporting the lowest DO saturation of less than 75% was still
at 70% saturation.
Coliform counts exceeded "B" standards at all but one up-
stream station. The parameters sampled showed the effects of
discharges from the population centers of Bethlehem, Lisbon, Bath
Littleton, and some resort hotels in the upper portion of the basin.
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The data available was old and limited to only a few
pertinent parameters.
Passumpsic River
The Passumpsic River Basin is presently classified "B". The
dissolved oxygen at all points measured was greater than 7.0 mg/1 except
at one station where 6.7 mg/1 was recorded. Hence, the stream will
support natural trout populations. The BOD profile, the MPN coliform
profile, and the depressions in the DO profile indicate the effects
of discharges from S. Johnsbury, Lyndon, Lyndonville and the Sleepers
River.
In no case did the stations sampled meet the "B" standards
for coliform MPN counts.
It is recognized that through compliance with the 1972
Amendments to the Federal Water Pollution Control Act and installation
of the proposed treatment plants, many of the standards violations
will be eliminated. Also, it is recognized that a more updated
sampling program would enhance some of the water quality profiles
discussed.
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TABLE OF CONTENTS
Page
FOREWARD i
SUMMARY ii
TABLE OF CONTENTS lx
LIST OF TABLES, FIGURES AND MAPS xi
INTRODUCTION 1
1.0 AN ENVIRONMENTAL SKETCH OF FACTORS PRIMARILY
RESPONSIBLE FOR BASIN WATER QUALITY 3
1.1 General 3
1.2 Existing Uses 5
1.3 Existing Types of Discharges 8
1.4 Standards and Existing Water Quality 15
2.0 STREAM FLOW AND ITS EFFECT ON WATER QUALITY 23
3.0 NUTRIENT LOSSES TO THE BASIN 28
4.0 ESTIMATED SILT LOSSES TO THE
CONNECTICUT RIVER BASIN 36
5.0 CHANGES IN WATER QUALITY AS A RESULT OF IMPOUNDMENT.. 45
5.1 Introduction 45
5.2 Thermal stratification 45
5.3 Settling basin effect 47
5.4 Eutrophication 47
5.5 Light penetration and turbidity removal 48
5. 6 Oxygen production and demand 49
5.7 Carbonate equilibrium 51
5.8 Iron and Manganese 51
5.9 Artificial destratification of impoundments 52
5.10 Thermal pollution 52
5.11 Influence of impoundment releases on
downstream water quality 53
5.12 Effects on groundwater 54
5.13 Watershed development 55
5.14 Remarks 56
5.15 Bibliography dealing with the effects of
impoundments on water quality 57
6.0 Land use functions in water quality management 72
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TABLE OF CONTENTS
7.0 WATER QUALITY RECONNAISSANCE OF
SIX SELECTED TRIBUTARIES 75
7.1 The Westfleld River Basin 80
7. 2 The Deerf ield River Basin 89
7.3 The Whetstone Brook Basin 101
7.4 The White River Basin 109
7.5 The Ammonoosuc River Basin 118
7.6 The Passumpsic River Basin 126
GLOSSARY 137
APPENDICIES
Preface: Discussion of Flow Regressions A-B-1
Appendix A: Linear Regressions Comparing Stream
Flow to Concentration for Various
Parameters A-l
Appendix B: Linear Regressions Comparing Stream
Flow to Load for Various Parameters.. B-l
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LIST OF TABLES, FIGURES AND MAPS
Page
Figure 1 - Stresses Which Influence Water Quality 2
Map 1.1 - Connecticut River Delineated Basin Map 9
Table 1.1 - Water Quality Standards Revisions Adopted by
the Connecticut River Basin States in the
Period November - December 1973 17
Map 1.2 - Connecticut River Water Quality
Classification Map 19
Table 1.2 - General Use Descriptions for Various Water
Quality Classifications Found in the
Connecticut River Basin 22
Table 2.1 - Relationships Determined by Linear Regression
Analysis for C oncentrations 26
Table 3.1 - Comparison of Various Plant Nutrients With
Respect to Controllability by Man and
Growth Controlling in Lakes 29
Table 3.2 - Nutrient Losses Estimated from Storet Data
Taken During the High and Low Flow Periods.. 31
Table 3.3 - Amount of Nutrients Capable of Being Removed
by Upgrading Existing Municipal Facilities
to Tertiary Treatment 32
Figure 3.1 - Phosphorus and Nitrogen Distribution in an
Agrarian Economy 35
Figure 3.2 - Phosphorus and Nitrogen Distribution in a
Simple Urban Economy 35
Figure 3.3 - Phosphorus and Nitrogen Distribution in a
Complex Urban Economy 35
Table 4.1 - Suspended Sediment Loads at Various Points
and Various Time Periods in the Connecticut
River Basin Measured during 1965 - 1973 37
Table 4.2 - Sediment Loads at Various Points in the Basin. 39
Table 4.3 - Army Corps of Engineers Dredging Records in the
Connecticut River Basin Estuary 41
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Map 7.1 - Westfield River Basin 81
Figure 7.la Dissolved Oxygen 84
Figure 7 .lb Temperature 85
Figure 7.1c Alkalinity 86
Figure 7.Id Suspended Solids 86
Figure 7 . le BOD5 87
Figure 7 . If Colif onus 88
Map 7.2 - Deerfield River Basin 91
Figure 7 . 2a Dissolved Oxygen 93
Figure 7. 2b Colifonns 94
Figure 7 . 2c BOD5 95
Figure 7 . 2d Alkalinity 96
Figure 7.2e Total Suspended Solids 97
Figure 7 ,2f Temperature 98
Map 7.3 - Whetstone Brook Basin 99
Figure 7 ,3a Dissolved Oxygen 102
Figure 7.3 BOD 103
Figure 7.3c Total Solids 104
Figure 7 .3d Suspended Solids 105
Figure 7 . 3e Temperature 106
Figure 7.3f MPN Colif onns 107
Map 7.4 - White River Basin Ill
Figure 7.4a Dissolved Oxygen 113
Figure 7 . 4b BOD 114
Figure 7.4c Temperature 115
Figure 7. 4d Coliforms 116
Table 7.4-1 Data on Three Branches of the
White River 117
Map 7.5 - Ammonoosuc River Basin 119
Figure 7.5a Dissolved Oxygen 122
Figure 7. 5b Temperature 123
Figure 7.5c pH 124
Figure 7 . 5d Colif orms 125
Map 7.6 - Passumpsic River Basin 127
Figure 7.6a Dissolved Oxygen 129
Figure 7.6b BOD 130
Figure 7.6c Total Solids 131
Figure 7.6d Suspended Solids 132
Figure 7 . 6e Alkalinity 133
Figure 7. 6f Temperature 134
Figure 7 .6g Colif orms 135
xii
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INTRODUCTION
Pure water composed of hydrogen and oxygen is subject to the
stresses and influences from the surrounding environments as is shown
in Figure 1. However, the surrounding environments each have many
complexities and interrelationships associated with them and may
produce different modifications on water quality under similar conditions.
For example, during periods of high flow, pollutants are usually diluted,
improving water quality in one respect, while combined sewer overflows,
sewage treatment plant "by-passes" and increased erosion and runoff also
associated with high flow periods are responsible for water quality
degradation.
In order to have any effective water quality management, it is
necessary that these Interrelationships be understood and that all the
ramifications involved with water use be designed and implemented so as
to achieve a desired water quality.
In establishing a flood management program which involves both
structural and non-structural features, it is necessary to consider
what roles these features will play in affecting water quality.
Accordingly, the Environmental Protection Agency's role in Phase I of
the Connecticut River Supplemental Study will be to briefly examine
those factors primarily responsible for basin water quality; examine
what effects flows have on water quality; estimate the amount of nutrients
and sediment carried in the Connecticut River Basin; investigate the
possible effects impoundments may induce both directly and indirectly on
water quality; examine the effects land use has on water quality and
perform a water quality reconnaissance on selected tributaries in the
Connecticut River Basin.
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1 - Stre«««a Which Influence Water QtialitT
Human Influence
I
U..
* Orb.n
UTMC
Agrlcultur. D«nt
leal Chalul Ctunsei
I
Ciologlcil roroitlon
1
Cooposltlon of
Subatrate
Topography
Longltud* Latitude
aod Altitude
iDl.«>t»e
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1.0 AN ENVIRONMENTAL SKETCH OF FACTORS PRIMARILY
RESPONSIBLE FOR BASIN WATER QUALITY
1.1 General
The Connecticut River Basin, an area of 11,136 square
miles, extending 404 miles from Canada to Long Island Sound, is
embraced by four states. Thirteen percent is in Connecticut, with 25
percent in Massachusetts, 27 percent in New Hampshire and 25 percent
in Vermont. Excluded from this study are 114 square miles in Canada.
The main river separates New Hampshire and Vermont (west bank) and
cuts -through the west-central sections of Massachusetts and Connecti-
cut. With its system of 33 tributaries, the Connecticut River
drains 41 percent of Vermont, 33 percent of Massachusetts and New
Hampshire and 29 percent of Connecticut. Eighteen tributary basins
range in size from 150 to 700 square miles. The main tributaries,""
White, Deerfield, Westfield, Farmington and Chicopee Rivers have
drainage areas in excess of 500 square miles.
Hilly uplands prevail throughout much of the basin.
Important ranges of hills and mountains are the Berkshire and Green
Mountains forming the western margins of its middle and lower
portions and the White Mountains in its upper easterly portion.
Extensive lowlands are confined to the flood plains of Massachusetts
and Connecticut.
Total yearly precipitation averages about 43 inches of
water with a range of 35 to 60 inches. Runoff, reflecting large
snowmelt in the spring, represents a little more than 50 percent of
annual precipitation. The average flow of the Connecticut River in
the lower basin, as measured just below the Massachusetts-
Connecticut State Line is 15,900 cubic feet per second. Four tri-
butary streams have mean flows of 1,000 cfs or more. These are the
White River, with its confluence near the upper limit of the middle
part of the basin, and the Deerfield, Chicopee and Farmington Rivers
with confluences in the lower basin. Frost-free periods range from
180 days near Long Island Sound to 100 days in the upper basin.
The Connecticut River Basin is underlain by crystalline
bedrock, which varies from metamphorphic and igneous rocks, composed
of gneiss, schist, phyllite, slate, and quartzite, to sedimentary
rocks with structures which generally dip 10 to 30 degrees to the
east. The metamorphic rocks have been intruded by igneous rocks
including granite, pegmatite, diorite, gabbro and diabase. Bedrock
in the igneous and metamorphic regions has a complex structure
characterized by intense folding and faulting. The sedimentary rocks
are interbedded with basalt, which is of volcanic origin. The more
resistant basalt forms so-called trap ridges.
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Prior to continental glaciation, weathering throughout the
basin had formed a thick cover of residual soil over bedrock similar
to that further south in the Piedmont Plateau and Blue Ridge
Mountains. As the ice sheet formed and advanced, it removed first
the loose residual soil and then removed blocks of solid rock.
Both soil and rock were transported and deposited by ice as glacial
till. Glacial streams and lakes which developed in association with
the glacier were the sites of water-laid deposits of sediment.
Topography is controlled primarily by underlying bedrock,
rather than by surficial materials. Glacial till covers the greater
portion of the land area of the basin with deposits of varying
thickness. Over most of the basin till includes rock fragments
similar to underlying or nearby bedrock indicating It was not
transported far from its source. The till was deposited directly
from the ice mass and is not sorted but includes material ranging
from plastic fines to boulders.
In contrast to the glacial till are the stratified
deposits transported and deposited in glacial streams and lakes.
In general, these are thicker than till deposits and may overlie
either bedrock or till. These deposits occur along the main and
tributary valleys. They may occur as terraces, winding ridges, or
highly irregular topography. These sediments are well sorted,
consisting of gravels, sands, silts and clays. Due to the geologic
and pedologic conditions primarily created by the glacial activity
in the basin, water quality in the basins natural environment was
generally excellent.
Basin population in 1960 was 1,680,000 or about 20
percent of the total population in the four states. Two major
metropolitan areas, Springfield.and Hartford, in the lower basin
account for 48 percent of the basin population. The total basin
population is 72 percent urban. Towns with 10,000 or more people
are found outside the metropolitan areas in the lower basin and to
a more limited extent in its middle portion, but they are absent in
the upper basin.
The economy of the basin relies to a large extent on the
industrial activity which is located along the mainstem and major
tributaries. In general, industrial activity is more concentrated
in the southern half of the basin where the chemical, metal fabri-
cating and electronic industries are significant contributors to
the economy. Agriculture, textiles, the paper industry and
recreational developments are also significant contributors to the
economy. For the most part, these activities are more concentrated
in the northern half of the basin and in areas of the southern
basin removed from the main stem or major tributaries.
Since the original water quality in the basin was
excellent and man's activities have been responsible for serious
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deteriorations in this condition in some areas, the quality of the
Basin's water depends primarily upon existing demands, both point
and non-point source discharges to the streams and the waterways
ability to assimilate the waste load placed upon them.
1.2 Existing Uses
The use of water for any purpose requires that both water
of adequate quantity and adequate quality be available for the
particular purpose. For some uses such as municipal water supply,
quality needs are stringent and special treatment facilities or
strict watershed control measures are required. At the other
extreme, uses such as navigation, which requires a lesser quality,
are nonetheless affected by such things as debris, scums, aquatic
organisms, clarity and sediment load. A water resource development
plan must therefore consider what the quality requirements are for
each proposed water use.
Many areas of the Connecticut River Basin now suffer from
a degraded water quality which precludes or impairs the use of the
waters for many ligitimate demands. On the mainstem Connecticut
River, the water quality below the Upper Ammonoosuc River and again
in the vicinity of Springfield, Massachusetts is seriously degraded
for a significant distance. Water quality on portions of the
tributaries: Ashuelot, Mascoma, Sugar, Black, Upper Anmonoosuc,
Millers, Chicopee, Deerfield and Farmington Rivers and other smaller
streams is similarly degraded. In general, present water quality
varies not only among the different tributaries but within sections
of individual tributaries and the mainstem itself.
The quality of the basin's water resources represents a
valuable asset to the future growth of the basin. Future demands
much greater than present demands are expected to occur throughout
the full spectrum of water uses.
The varied character of the study area, the high demands
of a densely populated region for useful water quality levels, and
the heavy pollution loads associated with urban and industrial
developments lead to a wide range of water quality needs. These
include the need to protect good recreation waters for and from
the recreator, the need to provide a healthful and aesthetic aquatic
setting, the need to meet the water supply requirements of a growing
population and economy, and the need to treat and dispose of large
quantities of waste without violating the environment. The diverse
demands impose a serious challenge to the sound management and use
of water and heighten the importance of a well integrated water
resource plan.
The basin's total water supply demand amounts to an
estimated 505 million gallons per day (mgd). This demand comes
from the basin's municipal water systems and from its industrial
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complex exclusive of electric utilities and mineral industries. As
population and industrialization in the basin increase, water supply
demands will simultaneously increase. By 2020 the water supply
demands of municipalities and industries are expected to more than
double the present demands of 505 mgd. Certain areas of the basin
can be expected to experience a much greater rate of demand increase
than the basin viewed as a whole due to the uneven distribution of
the population.
Municipal water supplies provide for domestic use, industrial
use, industrial processing and cooling uses, commercial uses, public
use and water lost through leakage, although all of these demands
may not be present in any given water system. The use of water for
all of these purposes is generally expressed on an average per
capita basis as gallons per capita per day or gpcd. On a national
level, estimates have indicated that the 1960 usage of municipal
water averaged about 151 gpcd and ranged from about 100 to 341 gpcd.
Usage of municipal water in New England and the Connecticut River
Basin averages about 117 and 124 gpcd, respectively.
In addition to water supply demands within the basin, the
Connecticut River is included in the comprehensive plan to meet the
water supply needs of the Metropolitan District Commission service
area. The Massachusetts Legislature has authorized diversion of
surplus Connecticut River water into O^iabbin Reservoir by the North-
field Mountain pumped storage project to meet these needs. The
Commission notes that Quabbin Reservoir, Massachusetts' largest
water supply serving nearly half of the State's population, has not
recovered from the drought of the middle and later 1960's. It has
decreased more than five percent — or four-and-one-half feet —
in the past year and has exceeded its maximum safe yield continuously
for several years. Transfer of excess flows from the Connecticut
River Basin is considered an essential short-term solution.
Diversion of surplus water from the Basin is recommended
subject to recognition of riparian rights, specifically, the right
of return of these waters when needed for water supply or flow
augmentation within the Basin.
The Commission recommends diversion of water from the
Millers River watershed into O^iabbin Reservoir by modification of
the existing Tully Reservoir to include storage for flood skimming.
Approval of Tully and any diversions at Northfield Mountain above
amounts presently authorized by law* are conditioned on:
The amount of water that may be diverted at Northfield Mountain
is limited by Massachusetts law over a three consecutive year
period to 375 million mgd for each day that river flow exceeds
17,000 cfs at Montaque City. Diversion is prohibited by law on
any day when flow is less than 17,000 cfs at Montaque City.
Chapter 766, Act of 1970, M.G.L.
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creation of a regional mechanism for allocating
water in which downstream States have a voice.
In the event that the creation of such a mechanism
proves unfeasible, it is recommended that its
functions be performed by existing institutions
with appropriate regional resource management
capabilities;
prior measurement of the impacts — environmental,
social, public health, economic and other — used
in determining "excess flows";
prior determination of the location and available
yield of alternative groundwater sources in the
Basin and on development of adequate measures for
their protection, in coordination with environ-
mental and flood management studies conducted as
part of the supplemental study program.
The Commission recommends that all proposed diversions
of Connecticut River water below the newly constructed nuclear
power plant at Vernon, Vermont, including Northfield Mountain, be
conditioned on satisfactory completion of environmental impact
evaluations of the power plant. It is recommended that these
evaluations include careful investigation of the possibility of
radioactive contamination of Connecticut River water and its
implication for the diversion of Connecticut River water in Quabbin
Reservoir. It is further recommended that proposed diversions be
conditioned on adequate measures to prevent radioactive contamination
of diverted water, including water quality monitoring.
Finally, the effects of this flood skimming should be
investigated thoroughly with respect to water quality conditions
both presently and in the future since the high waters do serve an
important role of flushing contaminants from the stream and stream
sediments. The elimination of high flows downstream may induce
adverse effects on water quality by allowing contaminant buildup.
Required water treatment to the basin's municipal
supplies varies from very little (i.e. disinfection) in the
northern less populous regions to softening, water stabilization,
aeration, sedimentation, filtration, and taste and odor control in
the more populous regions. Data indicates that areas most dependent
on surface supply sources rather than groundwater sources require
greater treatment.
Most of the river system's water use can be classified as
industrial since very little mainstem or tributary water is used
for consumption. The industrial activities within the basin are
widely diversified. In the comprehensive report on the Connecticut
River Basin Appendix D - Water Supply and Water Quality, the
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industrial activities within the basin were delineated into 6
regions and the present and probable future industrial components
of each region were discussed.
Map 1. 1 indicates the 6 regions listed as CRB I-CRB VI.
CRB I is dominated by paper and textile industries. CRB II is
dominated by manufacturing in the lumber, wood, paper and machinery
industries. Region CRB III is marked by the textile and leather
manufacturing industries, with machinery and electrical machinery
industries experiencing vigorous growth in this region recently.
Non-electrical machinery has traditionally been Region IV's largest
single manufacturing industry. Lumber and wood product industries
have been declining, while growth in the non-electrical and electrical
machinery industries has been increasing. CRB V is marked by the
non-electrical machinery, paper and allied products, textiles, and
fabricated metals industries. The most important manufacturing
industries in CRB VI were in transportation equipment, non-electrical
machinery, fabricated metal products and electrical machinery.
A final major water use in the basin is hydro power. The
early development of hydroelectric power in the Connecticut River
Basin was extremely important in the Basin's industrialization and
urbanization. The entire river system may be considered to have
had a certain potential for hydroelectric development which has
been utilized step by step as the power loads increased and the
projects became economically feasible. With the completion of the
S.C. Moore Dam and Power Station in 1956, the last hydroelectric
site, favorable under the present economy, was utilized. Further
development of conventional hydro power at a cost competitive with
the cost of equivalent power and energy from alternative sources,
such as pumped storage and thermal electric plants, is unlikely.
Even though the Basin's municipal water supply for the
most part is not taken from the Connecticut River or its tributaries,
many of the basin's waste materials are discharged to its waterways.
All of the above industries are associated with effluents which can
place severe demands on a waterway's assimilative capacity.
1.3 Existing Types of Discharges
The Connecticut River Basin like any river system is in
balance with its surroundings. The river system has an assimilative
capacity which can "sorb" and purify a certain volume of the
waste material or waste load. In order to be in proper balance
with nature the amount of purification capable by a stream is
generally equal to the amount of waste material and nutrients
that originate within the river system. Under natural pristine
conditions a stream has no trouble handling the wastes it receives
since it is highly unlikely that, under these conditions, all the
basin's wastes would be in the river at the same time.
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However, man's activities in the basin have tended to
upset the balance in nature by overloading the streams assimilative
capacity with wastes and nutrients which originate outside the
basin. The logic behind this is as follows. In the past, man's
population was small and widely dispersed in an agrarian society.
Nutrients and wastes in the agrarian society were also widely
dispersed. The waste contribution to the streams and ground water
was well below the assimilative capacities. With the advent of the
Industrial Revolution; man migrated into cities and the population
became more concentrated. The once widely dispersed population
now became so concentrated that in the U.S. by 1965, it was
estimated that 70% of the population lived on 2% of the land area.
Due to the role water now played in man's life, it was important
that urban centers be located on or near large bodies of water.
With the buildup in urban centers, it had become necessary
for the fanners to produce more food. This food, a nutrient source
for man, was for the most part shipped to the large population areas
from outside the basin. With the development of the water closet
and the combined sewer systems which were needed in the urban
societies, man's wastes and associated nutrients were passed
directly to the water systems.
The type of wastes discharged to the Connecticut River
can be categorized into three classes - municipal, industrial, and
agricultural. Industrial wastes are usually discharged directly
through a pipe or conduit. These are called point source discharges,
while agricultural wastes are usually introduced in runoff waters
and as such constitute non-point sources of pollution. Municipal
or domestic wastes can be either point or non-point sources of
pollution. They are considered a point source when discharged
through a sewer or treatment plant and a non-point source when
the contamination results from improperly constructed or overloaded
septic systems and poorly located spray irrigation sites. Runoff
from urbanized areas constitutes another source of contamination.
The existence of sewer systems determines whether the runoff
material is from point or non-point sources. The shock loading
of streams due to street runoff during storms has been shown
in many areas to be a more serious source of pollutants than are
municipal wastes.
The type of waste load dictates what the effects will be
on water quality. Organic waste loads occurring in domestic
sewerage and in some industrial discharges from factories and
stock yards exert a high biological oxygen demand during stabiliza-
tion, causing a depletion in the stream's oxygen supply. Industrial
wastes which are primarily chemical in nature generally have a toxic
effect on organisms and/or exert a chemical oxygen demand on streams
causing again an oxygen depletion. In addition to oxygen demands
and toxic substances, municipal and industrial pollution contains
11
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nutrients necessary for eutrophication, principally nitrogen and
phosphorus. The use of phosphate containing detergents has greatly
expanded the problem of nutrient enrichment to municipal systems.
The influx of nutrients causes increased algae production which
leads to obnoxious algae blooms, taste and odor problems, eventual
oxygen depletion, and overall aesthetic degradation of the surroundings,
Debris and contaminants from open land areas, publicly used chemicals,
air-deposited substances, ice control chemicals, and dirt and other
contaminants washed from vehicles are among the sources of pollution
in urban runoff water. The wastes generated in storm runoff usually
contain solids, oxygen demands, nutrients, coliforms, pesticides and
heavy metals.
Appendix D of the Comprehensive Study on the Connecticut
River Basin contains an inventory of significant organic pollution
discharges to the Connecticut River and its tributaries. The
appendix gives projected values for the BOD5 load by 1980 and 2020
based on 85% BOD removal through treatment plants. However, with
enforcement of the 1972 Amendments to the Federal Water Pollution
Control Act, which has as a goal, "the elimination of all discharge
of pollutants into navigable waters by 1985", it is hoped that
these BOD 5 projections will be obsolete.
Agricultural practices in the Basin are thought to be in
a transitional stage. The Connecticut River is undergoing a steady
decrease in total employment in farming activities. This decrease
is in part attributed to increasing urbanization. With the en-
croachment from metropolitan areas, especially prominent in lower
parts of the Basin, agriculture will become oriented toward
production of commodities that do not necessitate heavy land
requirements. Declines in the potato and tobacco industry are
projected to continue while an overall increase in the dairy
industry and vegetable output for fresh market is expected.
Output of vegetables for fresh market is projected to
increase substantially in the Basin but not in some of the areas
that are currently in production. Pressure from metropolitan centers
has been reducing the acreage used to produce vegetables in the lower
part of the Basin, particularly in CRB VI.
Vegetables for processing are not important in the
Connecticut River Basin. However, much of the farm production that
still remains can be categorically called "mono-culture" farming.
This implies that production is limited to one major crop (i.e.
corn for grain). Mono-culture farming tends to deplete the soils
natural nutrients, thereby causing the farmer to rely on commercial
fertilizers. Consequently, during times of heavy runoff or flooding,
these farmlands serve as major non-point sources of nutrient en-
richment to the adjacent basin waters.
12
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The most important livestock enterprise on farms within
the Connecticut River Basin is dairying. The relative importance
of the dairy enterprise increases towards the upper portions of the
Connecticut River Basin.
During the winter months the livestock enterprise can have
deleterious effects on water quality. The animal excrement during
these months is deposited and often spread upon frozen ground. When
the spring runoff occurs the nutrients from these deposits are washed
into the nearby waterways rather than percolating into the ground as
they usually do in the unfrozen periods. This can amount to signi-
ficant nutrient concentrations since research has shown that the
wastes from one dairy cow are approximately equal to that of 17 people.
In spite of these agricultural malpractices, it was noted
that man's transition from an agricultural economy to an urbanized
one has resulted in the most serious threat to our water supplies.
Overcrowding of septic systems in an area, combined sewer overflows,
and disregard for the geological constraints are only a few
practices which have resulted in domestic sewage short-circuiting
to our water bodies. Besides these practices, urbanization has
necessitated other new land and water uses that have led to serious
problems in water quality. Construction sites without proper
erosion control for urban subdivisions, and their linking highways
are responsible for tons of sediments per year to be deposited in
the basin waterways. Prime examples are the Gale River, a tributary
to the Ammonoosuc River, and the Farmington River. Sediment influx
causes a smothering and scouring impact upon fish and other benthic
organisms and it can interfere with spawning and feeding habits.
Other adverse effects from siltation and sedimentation are increased
water treatment costs, decreased recreational activities, impairment
to navigation, loss of effective reservoir or flood storage and
increased costs to industries and hydroelectric plants for accelerated
equipment wear and damage.
Enactment of regional legislation requiring the control of
erosion from cultivated farmlands, timbering lands and construction
sites will do much to decrease the silt influx into the basin's waters.
Besides being responsible for increased sedimentation,
timbering practices have been responsible for increased nitrate
concentrations in receiving waters. When the land is timbered
increased sunlight causes increased activity of nitrate forming
bacteria. When precipitation occurs the increased amounts of
nitrate produced by the bacteria are carried to the streams by the
runoff, making the waters rich in the nutrient nitrogen in the form
of nitrate.
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Thermal pollution is another problem faced in the
Connecticut River basin. Increased use of water for hydroelectric
power, cooling towers, and other cooling systems has been responsible
for water quality changes in local areas. Increasing the temperature
of water leads to reduced oxygen concentrations by lowering the
saturation limit. In addition to permitting reduced oxygen concen-
trations, thermal pollution causes death to benthic organisms through
direct heat effects, by causing internal functional aberrations
(changes in respiration, growth, etc.), by disrupting the food
supply, decreasing resistance to toxic substances and, as mentioned,
by causing an oxygen deficiency. Thermal pollution interfers with
spawning or other critical activities in the life cycle and allows
competitive replacement by more tolerant species. An increase in
temperature could also decrease stratification periods and could
cause frequent or prolonged algal blooms or upset the biodynamic
cycles for those organisms who depend on temperature changes for
reproductive habits such as insect hatching and fish spawning.
Thermal pollution is a major concern for atomic power plants which
discharge millions of gallons per day of used cooling water.
Another problem faced in the Connecticut River Basin is
one of minimum flow releases from impoundments. The Connecticut
River Basin is one of the most regulated streams in the United
States today. Included in the regulatory structures are the numerous
hydroelectric dams. The Connecticut River Basin has made great use of
its available hydroelectric resources in supplying the power demands
of its regionl. There are 75 plants in the Basin which have an aggre-
gate generating capacity of 641,814 kilowatts.
Hydroelectric power dams are the major intermittent stream-
flow users in New England. According to the operating principles
of pump storage hydroelectric dams, streamflow alteration and storage
is often necessary to meet power demands. The net result is often
a minimum flow release. These power dams are used as "peaking power"
supplies during the hours of intensive electrical demands, being low
at night and on weekends, and high during daylight hours of Monday
through Fridays. The flow just below a power dam may drop within a
few minutes from several thousand to a few hundred cfs when storage
to meet power demands is occuring. Streams have suffered erosion
problems, dried-up river beds, and physical, chemical, and biological
stresses due to the resultant minimum flow releases and the reduction
in the streams' carrying capacity. This is an important problem,
which should be addressed in any program designed for achieving desired
water quality.
Hence, due to the immense expansion of pollution problems,
the subsequent loss of valuable water resources and the eminent hazard
to human health, the need for government control on discharges and
water use became a necessity.
14
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1.4 Standards and Existing Water Quality
Due to the activities in the Connecticut River Basin, the
water quality varies from that suitable for drinking with only
minimal treatment to a quality which precludes the use of the water
for many present day demands. In some areas, the water quality
creates nuisance conditions. In accordance with the Water Quality
Act of 1965, New Hampshire, Vermont, Massachusetts, and Connecticut
established water quality standards for their interstate streams
and coastal waters within the Basin. In the Federal Water Pollution
Control Act Amendments of 1972, the requirement for established
standards was extended to include intrastate waters. The State's
standards have been approved by the Federal government, and as such
they are subject to both State and Federal enforcement. The water
quality standards include use designations for each water body;
criteria for measuring the quality of the water; and an implementa-
tion schedule for the construction of treatment facilities to
achieve said uses. In general, standards require that wastes
receive secondary treatment with disinfection, or the industrial
waste equivalent before being discharged to a receiving water. The
current implementation schedule calls for completion of necessary
treatment facilities by about the mid 1970's.
These standards, in effect, are an initial water use plan
for the basin arrived at through the political process. They provide
for public health, public enjoyment, water supply needs, propagation
of fish and wildlife and economic and social development.
Present day technology and practicability of waste treatment
require that the adjacent waters accept some portion of the treated
waste generated. However, a major goal in the development of the
Basin's water resources is to provide aesthetic attractiveness. This
objective is not only limited to the Connecticut River Basin, but is
exemplified as a national goal in the 1972 Amendments. As stated,
"it is the national goal that the discharge of pollutants into the
navigable waters be eliminated by 1985; it is the national goal that
wherever attainable an interim goal of water quality which provides
for the protection and propagation of fish, shellfish, and wildlife
and provides for recreation in and on the water be achieved by
July 1, 1983; and it is the national policy that the discharge of
toxic pollutants in toxic amounts be prohibited." The residual
waste load and the ability of the streams to accept the wastes are
important considerations in attaining this goal and setting the
interim waste treatment requirements.
During the interim before 1985, there are several other
deadlines which deal individually with industrial and municipal
wastes. Industries discharging pollutants into the Nation's waters
must use the "best practicable" water pollution control technology
by July 1, 1977 and the "best available" technology by July 1, 1983.
Concerning municipal discharges, all sewage treatment plants in
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operation on July 1, 1977 must provide a minimum of secondary treat-
ment with one exception. A plant being built with the help of a
Federal grant that was approved before June 30, 1974, must comply
with the secondary treatment requirement within four years, but no
later than June 30, 1978. All publicly owned waste treatment plants
will have to use "best practicable" treatment by July 1, 1983. Besides
meeting these future treatment requirements, industries and municipal-
ities must meet present and immediate future water quality standards
set by the states and endorsed by the Federal government. In many
cases, the restrictions on water quality will necessitate more advanced
treatment than that proposed by 1977.
Appendix D of the Comprehensive Study lists the individual
water quality standards enforced by the States of New Hampshire,
Vermont,Massachusetts and Connecticut and subsequently enforced by
the Federal government. The criteria selected for governing water
quality were chosen by scientists, engineers and other water experts,
who determined what substances and how much of each the waterway could
assimilate and still be fit for desired uses. The states are now in
the process of upgrading their standards and their stream classifica-
tions in order to insure the preservation and enhancement of
desirable water quality.
Table 1.1 indicates the areas in the presently published
standards which have been upgraded by recently adopted or proposed
revisions.
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Table 1.1
Water Quality Standards Revisions
Adopted by the Connecticut River Basin
States in the Period Nov.-Dec., 1973
TITLE
Improved Non-degradation
policy
Silt & Sediment Deposits
Mixing Zones & Zones of
Passage
Coliforms for Class C
and SC waters
Marine Water Temperature
Turbidity
Phosphorous policy for
Lakes
Dissolved Oxygen
CONN.
yes (2)
yes
yes
had
previously (4)
yes
yes
yes
had
previously
n -V
MASS.V-'
yes
no
yes
N.H.
no<3)
no
yes
yes but applicable
only during dry
weather
no
no
yes removec
numerical
standard
yes cold
water
streams
had pre-
viously
yes
yes
yes cold
& warn
water
streams
VT-.
yes
no
yes
had
previously
— —
yes
yes
yes warm
water
lakes
(1) Mass, revisions are still proposed.
(2) Yes - means improved upon.
(3) No - means no action taken on this parameter.
(4) Had previously - adequate limits before revisions.
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Connecticut, Massachusetts, and Vermont all improved their
non-degradation policy. Connecticut improved its non-degradation
policy by prohibiting all discharges to class SA - marine waters.
Any freshwater previously classified A was now classified AA and
waters of high recreational value previously classified B were
reclassified A. This clause now prevented discharges to waters of
high recreational value, something that was not prohibited under a
B classification. Massachusetts added a clause to its non-
degradation policy which prohibited any new discharge to class A,
B, or Bl waters upstream from the most upstream existing discharge.
Also, no new discharge of wastewater would be permitted in class SA
or SB waters. Vermont prohibited the discharges of wastes of
domestic origin or of wastes containing pathogenic organisms, prior
to treatment, in class A waters.
Connecticut was the only basin state to add a new "silt and
sand deposits" clause to their standards. The clause required
measures be taken to control and minimize erosion from agricultural
lands, road maintenance and construction activity.
All of the basin states adopted a mixing zone and zone of
passage policy for their standards. The states' revisions prohibit
the creation of lethal conditions in the mixing zones and require
that a zone of passage be maintained for fish. In other words, the
mixing zone cannot utilize the entire cross section of the stream.
Massachusetts and New Hampshire restricted compliance to
coliform limits in class C and SC water only during dry weather.
Because of the combined sewer overflows and the lack of immediate
funds to correct the problem, the states felt the need for this
restriction.
Only Connecticut improved upon their marine water
temperature requirements. The State refined their allowable
temperature increase and limited the temperature elevation of the
receiving waters to be no more than 1.5° F during the period
including July, August, and September, unless it could be shown
that spawning and growth of indigenous organisms would not be
significantly affected.
Connecticut, New Hampshire, and Vermont improved their
turbidity restrictions. Briefly, the turbidity restrictions were,
generally, set to be 10 JTU on cold water bodies and 25 JTU for
warm water bodies for most classifications. New Hampshire followed
these guidelines before but they were not formally adopted.
All of the basin states refined their standards in terms
of phosphorus discharges to lakes. Massachusetts' revisions removed
the numerical limit and stated that all waste sources entering
lakes and the feeding tributary streams must have the phosphorous
removed to the most feasible extent. Massachusetts, along with
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New Hampshire and Vermont prohibited all new discharges containing
phosphorus to above said waters. Connecticut revised their standard
to prohibit any phosphorus discharge which raised the ambient concen-
tration in the lake to greater than .03 mg/1.
Massachusetts, New Hampshire and Vermont extended their
dissolved oxygen requirements. Massachusetts set a limit of 6 mg/1
on cold water streams. New Hampshire set a limit of 6 mg/1 on cold
water fisheries and 5 mg/1 on warm water fisheries, and Vermont
established a 5 mg/1 limit on Type V waters or warm water lakes,
reservoirs, ponds, etc.
Map 1.2 illustrates the water quality classifications
established for the Connecticut River. At the present time, many
of the limits set for the parameters used to establish these
classifications are violated. However, according to the 1972 Amend-
ments, standards should be met by 1977. Once standards are met, the
water quality of the basin will be indicated by the limits of the
classifications. With the goal of no discharge by 1985, the future
water quality of the Connecticut River Basin should steadily improve.
At present, there are localized regions where other parameters such
as toxic metals, etc., may be critical but these are usually due to
local contamination which generally has short exposure time before
they are reduced below toxic levels by the receiving waters. Imple-
mentation of effluent guidelines for industries has significantly
reduced this problem. Future adherence to the requirements of best
practicable treatment currently available by 1977 and the best
available treatment economically achievable by 1983 will bring these
problem areas up to desired standards.
With these efforts and with the future goals established by
the 1972 Amendments, which will require more stringent waste treatment
practices, it is felt that the waters of the Connecticut River Basin
will provide for the protection and propagation of fish, shellfish and
wildlife and provide for recreation in and on the water at all points
in the basin.
Table 1.2 lists the general uses for the different water
classifications found within the basin.
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Table 1.2
General Use Descriptions for Various Water
Quality Classifications Found in the
Connecticut River Basin
CLASSIFICATION
USE
Inland Waters
Class A
Class B
Class C
Class D
Coastal and Marine Waters
Class SA
Class SB
Class SC
Class SD
Suitable for water supply and all other
uses; character uniformly excellent.
Suitable for bathing, other recreational
purposes, agricultural uses, certain in-
dustrial processes and cooling; excellent
fish and wildlife habitat; good aesthetic
value; acceptable for public water supply
with appropriate treatment.
Suitable for fish and wildlife habitat,
recreational boating and certain industrial
processes and cooling; under some conditions
acceptable for public water supply with
appropriate treatment; good aesthetic
value.
Suitable for navigation, power, certain
industrial processes and cooling, and
migration of fish; good aesthetic value.
Suitable for all sea water uses including
shellfish harvesting for direct human
consumption (approved shellfish areas),
bathing, and other water contact sports.
Suitable for bathing, other recreational
purposes, industrial cooling and shellfish
harvesting for human consumption after
depuration; excellent fish and wildlife
habitat; good aesthetic value.
Suitable fish, shellfish and wildlife
habitat; suitable for recreational boating
and industrial cooling, good aesthetic
value.
Suitable for navigation, power, and certain
industrial cooling water; migration of fish;
good aesthetic value.
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2.0 STREAM FLOW AND ITS EFFECT ON WATER QUALITY
Before evaluating the effects of extrinsic factors such as
effluent discharges and use demands on a stream, the changes in water
quality caused by naturally occurring variances in a stream should be
determined. Flow variances often induce changes in the physical-
chemical composition of a stream. Determining the amount of variance
induced by changing flow levels facilitates the differentiation of
natural changes from man-induced changes in water quality. Based on
this premise, attempts were made to determine the amount of water
quality variance occurring in the Connecticut River which can be
attributed to flow.
In order to determine the changes in water quality occurring
as a result of streamflow variations, the available water quality data
found in the Environmental Protection Agency's Storet* file was analyzed.
The data was obtained at the three National Network Monitoring Stations
on the Connecticut River mainstem. The three stations are located at
Wilder, Vermont; Northfield, Massachusetts; and Enfield, Connecticut.
The period of analysis extended for 5 consecutive years: 1964 through
1968. The period was selected because it represented the most recent
period of 5 years which had enough data to provide a more secure analysis.
In 1969, the sampling pattern was changed and samples were taken on a
much more infrequent basis.
Procedure A statistical analysis was performed on selected
parameters for the periods of March through May, the high flow period
and July through September, the low flow period, in order to determine
Storet is the acronym used to identify the computer-oriented U.S.
Environmental Protection Agency management information system for
STOrage and RETrieval of water quality, municipal and industrial
waste facility inventory, water quality standards compliance, fish
kill, oil spill, construction cost, and other related data. The
system maximizes availability of data collected by diverse agencies
and locations. Rapid, inexpensive storage, retrieval, and analysis
of large volumes of data are possible. Storet has evolved from a
storage-retrieval system for raw water quality data to a storage-
retrieval-analysis system for water quality, waste facility, and
other data. Storage, retrieval, and analysis of water quality data
approximately equals other uses. Sampling locations may be defined
by hydrologic index and/or geographical coordinates to allow re-
trieval on a stream flow or geographical basis. Options in storage,
retrieval and analysis of water quality and other data are so
numerous that their selection and use constitutes "programming".
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whether there is any significant relationship between flow and the
selected water quality parameters of temperature, DO, BOD, COD, pH,
alkalinity, solids, NH.,-^, phosphates, hardness, sulfates and
chlorides. A linear regression provided a means of summarizing the
various relationships between each flow group and each parameter for
which there was sufficient data available. Flow was considered the
independent variable and the water quality indicators were considered
dependent variables.
Attempts to subdivide the two main flow groups into a series
of smaller consecutive groups tended to mask any correlation that
appeared when the data was handled in terms of the two major groups.
This was the first indication that the significance of flow on water
quality changes would be small.
In addition to showing any linear trends in the data, the
regression would indicate whether the type of relationship shown in
one flow group was the same as the one indicated in the other flow
group. If a significant relationship was indicated, the type of
relationship, i.e. direct or inverse, and the strength of the relation-
ship would be indicated by the slope or correlation coefficient of the
fitted line.
The analyses were performed in both pounds per day and
milligrams per liter except for temperature and pH. The milligrams
per liter or concentrations were used in the analysis of the data
since the transformation from concentrations (mg/1) to loading (Ibs/day)
induces an artificial relation with flow by assigning a factor of flow
to the dependent variable. The data presented in terms of loading
is included in the Appendix B in order to facilitate any future need.
Appendices A and B contain the regressions for concentra-
tions and loads generated from the data observed, and plot not only
the observed values, but also the values predicted by the regressions.
The X and Y means, the Y intercept of the regression line, the
correlation coefficient, and the F value are recorded for each
parameter. In some cases the values determined held too many digits
and the computer printed a series of asterisks indicating this.
The correlation coefficient or nearly equivalently the
regression coefficient indicates the significance of the linear
relationship. To determine the significance of the relationship, the
hypothesis H0 :,B=0 was tested using the statistical "F" test. ^=0
means the population regression coefficient = 0, which generally
indicates that the population correlation coefficient = 0, thus
indicating no linear relationship exists between the two parameters.
Using the F - Test, if this hypothesis could be rejected with the
probability<< remaining low, «< being the probability that the
hypothesis is actually true and is falsely rejected, then there exists
a significant relationship between flow and the parameter tested.
c< in the statistical analyses was always less than or equal to .1.
24
-------
Table 2.1 indicates the type of relation observed for the
flow group examined, the level of significance, and the correlation
coefficient for the concentrations. It indicates that Wilder Station,
in many instances, had insufficient data to be used in comparison
with the Enfield and Northfield Stations. Of the 12 parameters ex-
amined, only pH, alkalinity and hardness exhibited similar trends
at most stations. The pH strongly showed that there was little or
no correlation between its value and flow, while alkalinity and
hardness showed that an inverse relation existed between their
concentrations and flow.
pH and alkalinity in natural waters can be correlated
through the carbonate equilibrium. Since the pH varied from 6.2 to
7.8 at the observed stations, the carbonate equilibrium indicates
that most of the alkalinity will be in the form of bicarbonate ions.
The fact that both the alkalinity and hardness concentrations de-
crease with increasing flows while the pH remains unaffected
(i.e. no relation indicated) is explained by dilution and the
buffering capacity of water. The higher flows tend to dilute the
alkalinity and hardness concentrations but the buffering capacity
of the stream kept the pH relatively unaffected.
The tendency for the pH to be in the neutral range and
the observed low hardness concentrations indicate that there is very
little basic carbonate material in the Connecticut River Valley in
the form of limestone deposits or thick topsoil layers. In general,
hard waters tend to originate in areas where the topsoil is thick
and limestone formations are present; and soft waters tend to originate
in areas where the topsoil is thin and limestone formations are
sparse or absent.
Although the analysis failed, in most instances, to show
any consecutive relationships, the reasoning and methodology used
was considered more valid than the results indicated. There are
many factors which could be responsible for such sporadic results.
Many inherent factors such as point and non-point discharge sources,
runoff, volume and periodicity of wastes discharged, ice jams, and
precipitation, to name just a few, are responsible for some sporadic
observations. However, based upon the numerous data sources supplying
the information to Storet, experimental error, the lack of sufficient
data, and the amount of incorrect data that could be traced and dis-
approved; it is felt that the lack of congruent relationships between
the stations is primarily man-induced.
Besides being statistically significant, it is important to
determine the implication of any significance. If the correlation
coefficient r is squared, the resulting number is a measure of the
25
-------
Table 2.1
Relationships Determined by Linear Regression Analysis for Concentrations
PARAMETERS
Temperature
Dissolved Oxygen
BOD
COD
PH
Alkalinity
Solids
HH3-N2
Phosphates
Hardness
Sulfates
Chlorides
ENFIELD
High Flow Low Flow
oC = .10
2 r = -.22
€*= .01
1 r = .51
<* =. • 025
2 r = -.32
0
0
e<= .01
2 r = -.Jk
0
0
-------
amount of variation in a parameter that may be explained by the
parameter's relation to flow. For example, by squaring the correla-
tion coefficient for dissolved oxygen determined at Enfield during
the high flow period, one finds that 25% of the variation in dissolved
oxygen is indicated as being related to flow and 75% as being related
to other factors. The significant correlations are generally between
.3 and .5 which indicate that 10% to 25% of the parameter variation
can be attributed to variation in flow. Thus, the significant
relations are weak and the correlations are mild.
The above evidence supports initial indications that the
effects on water quality caused by flow variation are small and that
most of the variation in the parameters measured must be due to
other factors such as effluent discharges, runoff, surrounding
environments, use, and experimental error.
27
-------
3.0 NUTRIENT LOSSES TO THE BASIN
A nutrient is anything that is necessary for the promotion
of growth, repair of tissue, or energy source of an organism.
Nutrients consist of organic and inorganic matter which fertilize the
waters. Organic matter in soluble form is food :for bacteria which,
if sufficiently fed, may dominate the biological,system leading to
algal blooms and eutrophic conditions. Thus, any water body is an
ecosystem in which the intensity of biological and chemical changes
is determined by the nutrient input. The ten essential elements of
growth are carbon, hydrogen, oxygen, nitrogen, phosphorus, sulfur,
potassium, calcium, magnesium, and iron. Silica, trace metals, and
vitamins are also nutrients that should be considered. Previous
investigations on various eutrophic lakes have attempted to determine
which nutrient limits the growth of an algal population when all
other nutrients are in excess. Accordingly attempts have been made
to control primary productivity by controlling what is thought to be
the limiting nutrient.
All nutrients are cyclic in nature. However, due to the
abundance of some or a lack of understanding of the cyclic
intricacies of others, the major nutrients thought to be a controlling
factor in eutrophication are carbon, nitrogen, and phosphorus. The
relative roles of importance of each of these elements in causing
eutrophication is subject to much debate. However, due to their
cyclic nature and some extenuating circumstances, one that may be
limiting at one point may not be limiting at another.
Due to several reasons, phosphorus is felt by most to be
the key point of attack on limiting nutrient enrichment. Nitrogen is
hard to control because it occurs in most wastewaters largely in the
form of ammonium and organic compounds. In some effluents it occurs
as nitrates and nitrites. There is significant removal of combined
nitrogen from the soils by surface runoff and infiltration. This
nitrogen usually enters the surface water or groundwater in the form
of nitrates. Finally, some forms of blue-green algae are capable of
fixing nitrogen from the atmosphere, in the absence of adequate
sources of inorganic and organic nitrogen, providing other nutrients
are present in sufficient quantity.
Carbon in the form of C02 is necessary for photosynthesis.
Due to the abundance of carbon dioxide in the atmosphere and in the
carbonate alkalinity system of water, carbon is another element that
would be difficult to control. In addition, organic carbon serves
as food source for heterotrophic organisms which in turn produce
more C02 which in turn can be used by algae. The new supply of C02
allows algae to reproduce at an increased rate providing more food
for the heterotrophs, leading to an unruly cycle which eventually
leads to mass algal blooms and eutrophication.
28
-------
Phosphorus, one of the most important elements in
biological systems, appears to be the most logical nutrient to attack.
While carbon and nitrogen both have atmospheric reservoirs available
to aquatic environments, phosphorus has only a sedimentary cycle.
Effective use of dissolved oxygen diffusers and mechanical mixing
have, in some cases, formed an oxidized sediment layer which has
isolated the soluble forms of phosphorus from the water and sealed
them in the sediments.
Phosphorus is the most limiting of the nutrients, as is
indicated by the nitrogen : phosphorus ratio. The ratio varies with
the water, season, temperature, and geological formation, and may range
from 1:1 or 2:1 to 100:1. In natural waters, the ratio is often
very near 10:1.
Although phosphorus is really the most limiting of the three
nutrients, many feel that because of the algae's ability to store
phosphorus and release it upon decomposition, eutrophication control
from this angle is hard pressed. However, as shown in Table 3.1,
only phosphorus is known to be growth controlling and controllable
by man.
Table 3.1
Comparison of Various Plant Nutrients in Respect to:
(A) Whether They are Ever Growth-Controlling in Lakes, and
(B) Whether They are Controllable by Man.
Note that Phosphorus is the Only Element Meeting Both Requirements,
NUTRIENT
NUTRIENT
B
Hydrogen
Boron
Carbon
Nitrogen
Oxygen
Sodium
Magnesium
Aluminum
Silicon
Phosphorus
Sulphur
no
no
rarely
yes
no
no
no
no
yes**
yes
rarely
no
no
no
partly
no
no
no
no
no
yes
no
Chlorine
Potassium
Calcium
Manganese
Iron
Cobalt
Copper
Zinc
Molybdenum
Iodine
no
no
no
sometimes
sometimes
rarely
no
no
sometimes
no
no
no
no
no
no
no
no
no
no
no
* Vallentyne, J.R. 1970, "Phosphorus and the Control of
Eutrophication", Canadian Reasearch and Development
3: 36-43, 49.
** Diatoms only.
29
-------
Limited laboratory studies made to date indicate that
different species of algae have somewhat different phosphorus re-
quirements with the range of available phosphorus usually falling
between .01 and .05 mg/1 as phosphorus. It is believed that
allowable total phosphorus depends upon a variety of factors; e.g.
type of water, character of bottom soil, turbidity, temperature,
and especially desired water use. Allowable amounts of total
phosphorus will vary, but in general it is believed that a desirable
guideline is .1 mg/1 for rivers and .025 to .05 mg/1 where streams
enter lakes or reservoirs.
Phosphorus comes from a variety of sources. Natural
sources constitute a small part of the phosphorus influx. Since
natural influxes have a low solubility, man's activities have
contributed almost all of the phosphorus that has been related to
eutrophication. The major sources of phosphorus entering fresh
waters are domestic sewage effluents including detergents, animal
and plant processing wastes, fertilizer and chemical manufacturing
spillage, various industrial effluents, and to a limited extent,
erosion materials in agricultural runoff.
Normal domestic waste waters contain 15 to 60 parts per
million nitrogen and 5 to 20 parts per million phosphorus. Phosphorus
that does not go into solution during decomposition may accumulate in
bottom deposits and be redistributed in overturns unless effectively
sealed off by an oxidized layer of sediments.
Phosphorus entering an ecosystem may produce a high oxygen
demand. One milligram of phosphorus from an organic source demands
about 160 milligrams of oxygen in a single pass through the phosphorus
cycle to complete oxidation. Since it is estimated that one pound of
phosphorus yields 30 pounds of dry weight algae, the oxidation of
organic matter, the growth of which has been induced by adding
phosphorus, may also bring about a great reduction of oxygen in a
lake or stream. Thus, if phosphorus is to be controlled, the sources
need not only be eliminated, but the receiving waters should be
treated as well, especially if these waters are impoundments or
discharge to impoundments.
Using the same Storet file indicated in the above section,
attempts were made to determine the nutrient losses to the basin.
Nutrient loads carried by the basin's waterways are necessary for
algal production in the basin. Excessive nutrient loads cause blooms
and eutrophic conditions to occur in the impoundments of the basin.
Excessive nutrient loads can indicate a high degree of runoff from
agricultural lands or pastures. It can also indicate the discharging
of large volumes of inadequately treated wastewater, especially if
sharp increases in nutrient loads occur around urban centers or downr-
stream from outfalls.
30
-------
Nutrients are primarily measured in terms of phosphates
and nitrates or ammonia nitrogen. Unfortunately the Wilder Station
is deficient in nutrient data.
Table 3.2 estimates the amount of nutrients carried by the
Connecticut River, in the form of phosphates and ammonia-nitrogen,
at the Northfield and Enfield sampling stations for an average high
flow and low flow. From this table, it can be assumed that the
daily nutrient loads lost to the stream at Northfield range between
1,300-8,000 Ibs/day for NH3-N2 and 9,000-13,000 Ibs/day for phosphates
at average flows ranging from 3,000 to 17,000 cfs. The daily
nutrient loads passing the Enfield Station range between 13,000-33,000
Ibs/day for NH3~N2 and 11,000-30,000 Ibs/day for phosphates for an
average flow ranging from 6,000 to 26,000 cfs. The loads measured
at each station show the net cumulative load acquired from the
drainage area above the sampling station. Thus the load measured
at Enfield reflects partially the load carried at Northfield.
The apparent anomaly indicated between the phosphate and
ammonia-nitrogen load ratio exhibited at the two stations is probably
a result of the individual sampling locations. The high levels of
ammonia-nitrogen registered at Enfield are caused by the tremendous
load of ammonia-nitrogen discharged into the river in the Springfield
Metropolitan area just above Enfield. There is only a small discharge
of ammonia-nitrogen to the river above Northfield.
Table 3.2
Nutrient Losses *Estimated from Storet Data
Taken During High and Low Flow Periods
STATION NH3-N2 PHOSPHATES
Enfield: High 32,930 Ibs/day 29,156 Ibs/day
Low 13,526 Ibs/day 11,519 Ibs/day
Northfield: High 7,916 Ibs/day 12,697 Ibs/day
Low 1,322 Ibs/day 9,247 Ibs/day
* Mean
31
-------
Based upon the limited accuracy of the data and the numerous
sampling sources used during this flow period, the results should
only be used to indicate a possible order of magnitude. Even to this
degree, the enormous volume of nutrients lost daily to the basin's
waterways should encourage strong erosion controls on agricultural
lands, controls on urban runoff and combined sewer overflows, more
advanced wastewater treatment and probably better practices in
sludge disposal.
The estimated nutrient loads carried by the Connecticut
River do no_f account for those nutrients removed from the stream by
oxidation and utilization, or those that are resuspended and hence,
as such, are probably conservative. The nutrients measured are
taken from samples which actually contain the net concentrations carried
at the Northfield and Enfield Stations.
By measuring the amount of effluent being discharged from
the municipal facilities and using a conversion factor for nitrogen
and phosphorus, an estimate indicating the amount of nutrients which
could be removed by expanding existing facilities to tertiary treat-
ment is calculated. The calculations are based on average values
for the nutrients being discharged in domestic wastes from municipal
facilites in the basin.
Using a factor of 7-10 mg/1 of phosphorus and 15-35 mg/1
of nitrogen as the concentrations of these nutrients in domestic
waste waters, the amount of the nutrients capable of being removed
is determined in Table 3.3 for the basin above Northfield and
between Northfield and Enfield.
Table 3.3
Amount of Nutrients Capable of Being Removed by
Upgrading Existing Municipal Facilities to Tertiary Treatment
Nutrient factor X Sum of flows from existing treatment plants X
8.34 = Pounds/day of nutrients capable of being removed.
NITROGEN PHOSPHORUS
Above Northfield 1,631-3,805 Ibs/day 761-1,087 Ibs/day
Between Northfield 8,236-19,218 Ibs/day 3,844-5,491 Ibs/day
and Enfield
32
-------
The figures listed in Table 3.3 illustrate the need for
advanced waste treatment especially in the urbanized areas in the
lower portions of the basin. The figures presented do not include
those areas where plants are being constructed or planned. Nor does
it account for the nutrients released through agricultural or other
runoff. It is apparent, however, that the amount of nutrients con-
tributed by municipal facilities is significant and the removal of
this portion of the nutrient contributions to the basin represents a
major advance in the battle against nutrient enrichment.
The development of large scale "mono-culture" farming has
resulted in nutrient problems. Rather than being a point source of
contaminants, nutrient influx from runoff represents a non-point
source of nutrient entry and as such is difficult to control. Mono-
culture farming tends to deplete the soils'natural nutrients, thereby
making it necessary to add manufactured fertilizers. Through poor
methods of application and uncontrolled erosion, this fertilizer
eventually finds its way to water bodies where it aids in eutrophi-
cation. Much is being done to reduce the need for excessive
applications of fertilizers and to reduce the rate of leachates from
crops through contour plowing and crop rotation.
Another agricultural malpractice has been through the
disposal of domestic animal wastes. As mentioned previously, the
wastes from these animals is often spread on frozen ground.
Since the ground is frozen, when the snows begin to melt and the
Spring rains begin, the nutrients from this manure are carried to
the water bodies in the runoff that results. *Figures 3.1, 3.2 and
3.3 show how the different cultural developments have resulted in
nutrient enrichment of our waters.
In addition to nutrients derived from sewage treatment
plants, urbanized areas offer another major source of nutrient influx
in the form of stormwater runoff. As previously noted, shock loading
effects from storm runoff have occurred around major cities. Combined
sewer overflows in many cities compound the problem by allowing
sewerage to enter the water bodies along with the stormwater during
periods of excessive rainfall without adequately treating the waste.
Sawyer, Clair No., "The Need for Nutrient Control", Journal
Water Pollution Control Federation, March 1968, Part 1,
pp. 363-370.
33
-------
NOTE; It is felt that the procedures used in the above two sections
were valid but that inadequate data and poor sampling and
recording techniques hampered more accurate results. Present
environmental demands have resulted in new monitoring systems,
better analyses, more thorough sampling practices and more
accurate data collecting by the States and Federal agencies.
The information obtained is presently being recorded in the
Storet System and should offer much greater reliability for
future work as the present data bank increases.
-------
•PHOSPHATE ROCK
FIGURE 3-1 Phosphorus and nitrogen distribution in an agrarian economy.
AIR
COMMERCIAL
ream IZERS
1 , py*-
„ _[. j ^ ^ SCIL
I '4 tNCPGANIC
t"
ii
PHOSPHATE /fOC.f
C&GAHtC f • N
FIGURE 3 2 .Phosphorus and nhrok;c:i -iisinbution in a simple urban economy.
i^-_ ~f. _> f .-.vcw^/j: ;
T I SPCtNiC "
FIGURE 3.3 -Phosphorus -ir.d nitro^Lii distribution in a complex urban economy.
35
-------
4.0 ESTIMATED SILT LOSSES TO THE CONNECTICUT RIVER BASIN
Erosion and sediment buildup often exert a considerable
impact on the ecological, economical and social activities in a
river basin. Erosion and siltation can occur naturally within a
stream as a result of stream bank erosion and natural rechanneliza-
tion of a stream bed or it can be induced by external forces acting
on the drainage basin such as forest fires, precipitation, winds,
agriculture, silviculture, land development practices, and stream
flow regulations.
Unmistakably man's activities have been the primary cause
of most severe siltation problems.' Poor agricultural and construc-
tion practices have led to the degradation of many of our waterways
and valuable soil resources. Consequences of excessive erosion and
sedimentation have been the reason for the enactment of much needed.
local legislation controlling erosion around newly excavated or
exposed construction sites.
The transportation of eroded material and its subsequent
deposition can adversely affect the water quality by increasing
turbidity and suspended solids. Further, erosion and sedimentation
can affect the uses made of the water. High turbidities and suspended
solids may be harmful to aquatic life directly by causing gill scour
and abrasion of fish and other benthic organisms. Also, sedimenta-
tion may interfere with spawning and feeding habits. Water treatment
costs, recreational activities and navigation are also affected by
high concentrations of suspended material and sedimentation. Loss
of effective reservoir or flood storage due to sediment buildup, loss
of aesthetic and recreational areas due to silt suspension and
buildup, increased costs to industries and hydroelectric plants, who
can suffer accelerated equipment damage due to high silt concentra-
tions, and migrating sandbars are some of the problems caused by high
silt loads. In times of flood, it is often the displaced sediment
that exacts a damaging toll. Once the water recedes the mud remains
posing costly removal procedures.
Table 4.1 indicates the amount of sediment carried by the
Connecticut River System at various points in the Basin. The
suspended sediment figure is a composite of both organic and in-
organic loads, however, and at this time, there is no breakdown as
to what proportion of the sediment load is actual silt losses. The
data collected by the U.S. Geological Survey covers the period from
1965 to 1973. The data for this period was grouped into the four
seasons of the year with Fall being considered September through
November, Winter being considered December through February, Spring
being considered March through May, and Summer being considered June
through August. The maximum, minimum and average stream flows and
stream loads were determined and a statistical correlation coefficient
36
-------
Table 4.1
Suspended Sediment Loads At Various Points and Various Time Periods
in the Connecticut River Basin Measured During 1965-1973
Hare
East Branch Tiilly
River •i.'ear Ant hoi,
Millers River at
South Royalston,
Westfield River
near Westfield,
Mass.
Westfield River at
Huntington, Mass
Qjaboag River
at West Brinfield,
White River at
West Hartford,
Vt.
Surfer /Fell
Wir.ter
Spring
Yearly
Winter
Sujrj-.er/Fall
Spring
Yearly
Winter
Spring
Sinner
Sunnier
Fall
Winter/Spring
Yearly
Surfer/Fall
Winter/Spring
Yearly
Fall
Min. Load
Lb/Day
21.36
122.82
21.36
I*,6ii5.8
1*-, 026. 36
1*. 311*. 72
j*,0?6 . 36
2.271*-31*
1*. 1*05. 5
5,927.1*
3.956.91*
2.271* .81*
517.93
277.68
1,772.83
277.68
1<;9.52
1,265.58
11*9.52
822.36
Winter 371-1*0
Spring 27,31*0.80
Sunner 1.602.0
Yearlv
Asxor.oosuc River Fall
at Bethlehem Junction Winter
Nev Hampshire Spring
Passunpsic River
at Passucpsie, Vt.
Beaver Brook
at
Wilcington, Vt.
HilliasE River
at Brockvaya
KiUs, Vt.
Summer
Yeorly
Fall
Winter
Spring
SuiTcier
Yearly
Fall
Winter
Spring
Suncer
Yearly
Fall
Winter
Spring
Sucmer
Yearly
371.1*0
69>*.2
395.16
1.521.9
1,196 .16
395.16
2,1*99-12
1,335.0
9,932.1*
507.1*
587.1*
22.1*2
18.15
158.59
2.02
2.02
. 61*. 08
1,1*1*1.80
1.71*6.18
58.71*
58.71*
Kix . Load
Lb/D:iy
939. &>*
14, 806.0
3.956.91*
ij 606.0
142,720.0
20,105-2
31.719.6
!i2 7^0.0
52,116.:*
115,290.6
71.556.0
38, 51*1*. 12
115 290.6
8,090.1
1,936.1*8
1*7.1*19.2
l*7,l<19.2
8,763.28
81,915.6
61,915-6
2,069,9^
1.69$.l88
11 , Ul; l*. 663
52.332
. 11, 1*1*1* .688.
21,616.32
13.617.0
122,553-0
8,971.20
122,553.0
1*5,763.8
36 ,01*5.0
723.303.0
72,810.9
723,303-0
88,110.0
1*,720.56
13,355.31*
683.52
13,355.31*
10,693.6
19, 221*. 0
117,1*80.0
23,752.32
117. 1*80.0
Average Load
Lb/Day
1,651.1*0
17,395.28
36,759-23
10,010.72
23.02U .75
1,912,036.1
21,320.62
111, 531*. 58
3.1*71.1*5
8,6l6.09
Kin. Flov
CFS
2.2
U
2.2
62
65
110
62
107
520
8lU
231
107
£1
11
65
11
21
187
21
132
355
61*0
100
100
30
60
1*9
65
30
199
170
310
22
. 22
1.2
3.1*
5.1
.6
.6
12
32
109
11
11
Max. Flow
CKS
16
180
172
180
250
180
1*77
1*7-7
1220
1270
1110
802
1270
303
11*8
1110
1110
621
1180
1180
2190
1*560
11* ,100
1,1*00
1U.100
18U
106
1.350
311
1,350
857
750
2620
681*
2620
110
85
71*
32
110
1*56
6CO
1100
556
1100
Ave. Flov #Paira
CFS Considered
66.37 -1*
16
25
12
190.67 6
15
33
7
759.3 5
6
2«
6
276.3 9
13
"R
£O
11
552.3 11
22
12
11
2.937.13 10
16
1*9
8
12
269.38 9
36
8
7
701.5 6
6
27
5
11
38.91 10
9
35
a
11
359.75 10
10
39
Correlation
Coefficient
.93
.22
.69
.28
-.29
• 2s*
• 39
.30
.59
... ,
.65
.60
.03
.58
.33
PL
• 23
.92
.68
AT
.71*
-.16
.73
CO
. bo
.82
.55
.97
-93
.fi7
.93
.80
.80
.95
.89
.95
.67
.89
.91
.90
-------
was determined to indicate the degree of correlation between sediment
load and flow. The correlation coefficients can be used, as in
section 2.0 to indicate how strong the relationships are. By using
a standard statistics table, confidence limits can be placed around
the correlation coefficients if desired.
The data indicate that the dominant sediment loads and
flows occur during the winter and spring. The high flows tend to
unfreeze normally frozen ground in the winter causing more sediment
to be subjected to erosion. This coupled with the higher transport
capability of the stream and the lack of vegetative cover, which
normally retards erosion and removes some precipitation through
evapotranspiration, partially explains the predominance of heavy
sediment loads in the winter and spring months. Ice jams during the
winter and spring months tend to scour the river bottom resuspending
the sediment already there.
Because primary production during the winter and early
spring is low, most of this sediment load should be either inorganic
in nature or organic detritus material that washes into the stream.
However, high flows do tend to resuspend and remove accumulated bottom
sediments which would normally exert oxygen demands on the stream
over extended periods. The spring freshet provides high flows and
cleans the stream bed just prior to usually the most dangerous season,
summer, when stream flows are low and rates of decomposition, produc-
tivity and oxygen demands are high.
The flows and sediment loads in the winter and spring show
the least correlation due to the unstable flow conditions that exist
in the basin during these months. It is during the more stable flow
regimes of the summer and fall that the generally higher degrees of
correlation occur.
Squaring the correlation coefficient gives an estimate on
the proportion of variation in the sediment load that may be
attributed to flow. After reviewing the correlation coefficients,
it is apparent that the sediment loads in most cases are dependent
upon flow to a significant degree. The major discrepancies are
thought to be due to sampling error.
Based upon the data in Table 4.1 from nine stations
located in the basin, an attempt is made to determine for the entire
Connecticut River Basin a very rough estimate for the amount of
sediment transported during the high sediment load period of winter
and spring, and the low sediment load period of summer and fall.
This final estimate is based on the assumption that the erosion
characteristics of the basin are typified in the tributaries
sampled. The station at Huntington, Massachusetts on the Westfield
River is excluded because it is felt that the sediment load at this
station is taken into account at the lower station near Westfield,
Massachusetts. The results are shown in Table 4.2.
38
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Table 4.2
u>
Calculations:
Total
Ibs/day carried by tribs studied
area of tribs studied
Sediment Loads at Various Points in the Basin
Average Flow cfs
River
E. Branch
of Tully
Millers
Westfield
Quaboag
White
Ammonoosuc
Passumpsic
Beaver Brook
Williams
Winter /Spring
77.7
211.41
892.73
496.50
2,634.14
236.95
993.31
23.55
243.00
Summer /Fa 11
6.94
98.83
376.23
188.73
506.31
115.38
402.43
15.35
152.06
Average Load Ibs/day
Winter/Spring
1,396.68
17,202.04
41,719.55
27,702.75
797,686.14
12,850.72
143,643.15
1,752.86
8,842.17
Summer /Fall
333.13
10,923.00
14,557.69
2,949.64
86,718.10
3,138.88
22,085.93
6,438.50
3,437.11
Drainage Area
Sq. Miles
50.4
187.
497.
151.
690.
87.6
436.
6.38
103.
5,809.29
1,862.26
1,052,796.06
150,581.98
2,208.38
Drainage area of entire Connecticut River System: 11,136 square miles
Winter/Spring
11,136 x 1>0"^fl6 = 5,309,754 Ibs/day
Summer/Fall
11,136 x
2,208
759,457 Ibs/day
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Thus, there is a range from approximately .75 million to
5 million pounds of sediment carried by the Connecticut River each
day. This may not be a very large amount when the size of the drain-
age area and the probable amount of resuspended existing sediments
are considered in the estimate. Nonetheless, the deposition of
eroded sediments has a cumulative effect on the stream bed until
the sediments are moved out by high flows.
Table 4.3 illustrates the amount of dredging necessary to
maintain the commercial navigation channel in the estuary between
Hartford and Old Saybrook, Connecticut for 1960 to 1972. Using the
quantities of sediments dredged as an estimate of the silt load
carried and deposited by the river in a given period has its drawbacks.
This is due to a series of factors including such items as (1) not
all of the bars dredged are done in a single year, and (2) payments
for dredging and quantities dredged extend to payment lines, and
therefore, the quantities may not necessarily reflect actual
quantities, recently deposited, because of overdredging on the part
of the contractor. However, studies by the Corps of Engineers do
indicate that, although a portion of the sediment at the mouth of
the river is deposited during alongshore movement of sediment, much
of the deposition above the mouth comes from excavated soil moving
back into the channel from nearby spoil areas. And, the sediment
derived from erosion sources within the Basin is a minor source of
the material deposited, in the navigation channel.
In Vol. II, Appendix C, page 48 of the Connecticut River
Basin Coordinating Committee, 1970 - "Comprehensive Water and Related
Land Resources Investigation, Connecticut River Basin," it was found
that "the effects of sedimentation have been considered in the
determination of storage requirements for reservoir projects. In
New England, however, the predominance of forest cover throughout
the watersheds, the hard, crystalline bedrock and the compact,
erosion-resistant glacial deposits which occur throughout the region
all tend to minimize erosion and consequent sedimentation. This
conclusion is supported by sedimentation observation programs
initiated by the Corps of Engineers at 14 of its reservoirs in
New England including 8 reservoirs in the Connecticut Basin. Measure-
ments have been taken at these reservoirs for periods up to 28 years
with an average length of about 14 years. The records at all
reservoirs indicate that insignificant amounts of sedimentation or
deposition have occurred. Although specific allocation has not been
required for sediment storage in the past, the problem will continue
to be fully considered and a judgment made for future individual
sites."
Vol. Ill, Appendix Dp. 87 of the Comprehensive Study
indicates that "Observed sediment loads may not be the result of
soil erosion entirely, but may be a combination of the erosion of
40
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Nubuc Bar
Pistol Point Bar
Portland Bar
Rock Landing Bar
Haddam Island Bar
Glastonbury (2 piers)
Mouse Island
Sears Upper
Higganum Creek
Calves Island
Sears Shoal
Saybrook Outer Bar
Saybrook Outside
Higganum Creek
Outside
Wetherafield Cove
Essex Cove
Dividend Bar
Paper Rock Shoal
Cobalt Shoal
Essex Shoal
Ent. Channel )
North Cove Old )
Saybrook and )
Anchorage
North Cove, Old
Saybrook
Anchorage - 6f + N. Cove
All of Old Saybrook
Wethersfield Cove
Ent• Channel
Glastonbury
(fc Piers)
Table 4.3
Army Corps of Engineers Dredging Records in the
Connecticut River Basin Estuary - Measured in Cubic Yards
1959
2l*,190
Ul,132
31,605
15,1*51
31,698
1961
18,695
u
17 ,*190
12,71*4
14,973
23,372
239
51,626
5,387
1962 1961*
30,681*
10,61*6
26,61*0
18, 21*0
7,943
25.2U8
1965 1968
25,735
17,316
9,287
22,018
' T572 ~~~~
1970 Contract Estimates
23,756
22,117
9004
25,000
30,000
15,618
15,012
76,000
61* ,442*
61*3
30,511
68,365
29,688
10,139
15,755
29,850
197,710
+ 1+2,600
21*0,310
306,265
881,000
1,760
U6 ,110
32,000
6,000
11,000
19,211
• Different contracts in the same year.
-------
Table 4.3 (cont'd)
Army Corps of Engineers Dredging Records in the
Connecticut River Basir. Estuary - Measured in Cubic Yards
1959 1961 1962
Glastonbury
Upper Bar
3 rock way Bar
Say "ore ok Shoal
Potash Bar
Press Barn Bar
Clay banks Bar
Claybanks Upper Bar
196U 1965 1968 1970 Current Estinat
26,001* 1U.512
17,937*
11,728*
26,107
It 4 000
7,000
7,000
10
*Different contracts in the same year.
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inorganic materials and the introduction of other materials. For
instance, data collected on the Millers River indicated that from
16 to 93 percent of the sediment load was organic material." The
lower percentage probably occurring in the winter and spring months.
Due to the underlying geology and the limited sedimenta-
tion indicated, the importance of nutrient and sediment renewal for
agricultural production is greatly reduced in the Connecticut River
Basin. Although it is true that flooding has established the fertile
flood plains in the Connecticut River Valley; these flood plains are
the depositional remains for thousands of years of flooding. Heavy
demands on the soil made by today's farming practices require more
nutrients than are provided by sediment renewal during flooding.
Sole reliance on flooding rather than fertilizers would not allow
the farmers to remain competitive with other farmers. However,
this reliance on fertilizers may also have adverse effects on water
quality because of the nutrient rich runoff associated with its use.
Finally, the results indicating only minor amounts of
siltation in the Connecticut River Basin are supported by the
information gathered by the Water Resources Center at the University
of Massachusetts at Amherst in the publication 28, "Formation on
Public Policy on Issue of Out-of-Basin Diversion of Connecticut
River Flood Waters to Boston Metropolitan Area."
Although evidence indicates a relatively minor amount of
siltation in the Connecticut Basin as a whole, there are local
instances where sedimentation has been severe enouth to cause serious
economic losses to local residences. For example, the Gale River
has had extreme sediment buildup during the last ten years. Evidence
indicates that nearby long-term highway construction on 1-93 with
little erosion control has been a major contribution to the sediment
buildup. The Farmington River is another example of a heavily
silted stream. Like the Gale River, it has decreased in depth,
eroded its banks and formed sand bars due to watershed erosion and
development. The Farmington River illustrates the consequences of
heavily developing or overdeveloping a watershed without significant
planning or enforcement of erosion control practices.
Sedimentation and severe stream bank erosion due to the
frequent fluctuations in storage pool elevations at the hydro-
electric dams has been reported and is now the subject of a technical
investigation.
If erosion and sedimentation are to be controlled, it is
necessary to enact erosion and sedimentation ordinances which should
be enforced at all construction sites. Sound agricultural and silvi-
cultural practices should be encouraged in order to eliminate other
places of erosion. In general, sedimentation becomes a nuisance when
the erosion induced by man's activities reinforces the normal sediment
load carried by the Connecticut River.
43
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Sections 5 and 6 were requested by the evaluators of the original
1970 Comprehensive Plan for general information. The topics
covered are not specifically directed to the Connecticut River.
It was felt that the information in Section 5 was necessary in
order to determine the ramifications involved with selecting a
structural method of flood control if a desired water quality
is to be maintained. Section 6 points out the effectiveness of
a buffer strip when used in flood management. It was felt that
both of these topics were deficient in the original comprehen-
sive study and should be included in the supplemental study.
44
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5.0 CHANGES IN WATER QUALITY AS A RESULT OF IMPOUNDMENT
5.1 Introduction
Water quality is directly affected by stream dynamics.
In a fast moving stream the physical-chemical conditions are
entirely different from those found in an impoundment or other
receiving body of water. When a dam is placed on a stream, one
can expect numerous changes in water quality caused by the
induced changes in depth and energy regimes. Although the changes
are gradual and often depend on many extrinsic factors, the
conditions they might cause often involve further social and
economic ramifications.
The increased depth and the decreased stream velocities
that occur when a stream enters an impoundment catalyze most of
the natural water quality transformations. If a dam is to be
placed on a stream, certain considerations'must be made in order
to prevent any detrimental changes in water quality.
5.2 Thermal Stratification
Thermal stratification, which occurs in impoundments, is
basically a layering of water based on temperature induced density
differences. It is directly dependent upon climate and lake depth.
In the late winter or early spring the impoundment water is cold,
easily mixed by wind action, and has a uniform temperature from top
to bottom. As the season advances and the atmospheric temperature
becomes higher, both the inflowing tributary water and the surface
water in the impoundment get warmer and warmer and become more
resistant to mixing. Finally, the resistance to mixing becomes
great enough to over-balance the ability of the wind to accomplish
circulation to the bottom of the impoundment, and stable stratifica-
tion is established. When the lake becomes stratified it is divided
into three distinct layers; the epilimnion or zone of circulation,
the metalimnion or thermocline, and the hypolimnion or zone of
stagnation. The depth of the epilimnion is determined by the amount
of penetrating solar radiation and the magnitude of the spring winds.
The epilimnion may be 5 to 50 feet deep depending on
impoundment depth and other factors. The impoundment is mixed to
this depth by wind-induced currents, and this layer has a uniform
temperature. Below the epilimnion is the thermocline, which may
be 5 to 20 feet deep. The thermocline is a stratum in which the
temperature decreases rapidly as depth increases. A thermocline has
been defined for convenience, though on a strictly arbitrary basis,
as a stratum of water in which the temperature decreases 1°C or
-------
more in the depth of 1 meter or 0.55°F per foot. The decrease
in temperature is accompanied by an increase in density, with
a corresponding increase in resistance to mixing. In the
hypolimnion the water is protected from the atmosphere by the
overlying thermocline and epilimnion; therefore, very little
increase in temperature occurs after stratification is established.
Temperatures are low and quite uniform throughout the hypolimnion.
Summer stratification persists until the fall when the
influent water becomes cooler. The cooler water is mixed through-
out the epilimnion and the upper portions of the thermocline by
convection and wind action. Cooling continues until the tempera-
tures and densities of the epilimnion and thermocline approach
those of the hypolimnion. When this is accomplished, resistance
to mixing is diminished, and the fall overturn occurs.
In northern climates, winter stratification can occur
because 0°C water is lighter than 4°C water. This density
difference an anomolous property of water can produce thermal
stratification although now the cooler water is the top water.
The prevention of wind mixing because of ice cover maintains
this stratification, if such a cover exists. Although the
thermal cause and the chemical effect of thermal stratification
have been adequately studied and reported, the effect of physical
factors and the environment on the presence or absence of thermal
stratification has received little attention.
Previous research has not enumerated which environmental
factors tend to enhance or inhibit thermal stratification. This
situation must be remedied if the site of a planned impoundment is
to be evaluated on the basis of its thermal stratification potential.
Future investigations hope to show how various external factors
relate to thermal stratification. Some of the factors to be in-
vestigated are: (1) general soil characteristics, (2) annual rainfall,
(3) average precipitation from April through September, (4) prevailing
wind directions, (5) average wind velocity, (6) land cover of
surrounding area, (7) time of last frost in spring, (8) time of
earliest frost in fall, (9) shape, (10) size, (11) depth, (12)
orientation of impoundment, (13) inflow pattern, and (14) weather
during the period of the onset of stratification. The correlation
of these factors through the use of a discriminate function, to the
presence or absence of thermal stratification in existing impoundments
will reveal which factors have the major influence on thermal
stratification.
Thermal stratification directly influences other physical
parameters in an impoundment. A primary effect is exhibited in the
dissolved oxygen profile of a water body. This is explained by the
46
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fact that trophogenic activity coincides with the epilimnion since
this is usually the zone of effective light penetration and
tropholytic activity coincides with the hypolimnion. Since the
hypolinmion is cut off from air in the absence of mixing, it soon
becomes depleted of dissolved oxygen as a result of respiration by
the tropholytic organisms. As primary productivity increases in
the trophogenic zone, more decomposition will be necessary when
these organisms die and sink into the tropholytic zone. Since there
is no photosynthetic activity in the hypolimnion due to the absence
of light, there is no oxygen production. Hence, the dissolved
oxygen in the layer may go to zero and heterotrophic activity may
become seriously reduced, which will in turn reduce the C(>2 return
through respiration.
Thus, thermal stratification can induce two fairly distinct
environments, one aerobic and the other generally anaerobic. These
are usually integrated only at the time of overturn.
5.3 Settling Basin Effect
Another feature inherent to lakes and impoundments is their
ability to act as a settling basin. In streams, material is continu-
ously transported downstream until the stream enters a lake or
impoundment. Here the material accumulates in the basin and becomes
concentrated.
The settling basin phenomena in conjunction with thermal
stratification accounts for most of the physical-chemical changes
in water quality that occur when a stream enters an impoundment.
The effects of these phenomenon are felt in most of the features
discussed below.
5.4 Eutrophication
Eutrophication or nutrient enrichment is a problem inherent
to both lakes and streams. Because of the collecting nature of a
lake or impoundment and thermal stratification, nutrients released
from domestic wastes are transported by the streams and concentrated
in the receiving waters. The nutrients are circulated to the
euphotic zone during times of overturn and enhance algal growth.
The primary nutrients felt to be responsible for nuisance algal
growths are: nitrogen, phosphorus and to some extent, organic carbon.
Algal blooms have been responsible for fish kills, due to
either supersaturation of oxygen, or depletion of oxygen. The super-
saturation is caused by excessive oxygen production by photosynthesis
and generally occurs only in the epilimnion, while the depletion is
caused by the oxidative processes involved in the 'decomposition of
dead algae in the hypolimnion.
47
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In addition to fishing impairment, bathing, boating
and water skiing are often indefinitely postponed in waters
which would otherwise offer maximum multiple recreational use.
Industrial and municipal water treatment is hampered and made
ineffective by extensive aquatic growth; taste and odor problems
appear, and property values and resort trade often suffer as a
result of intense algal blooms. Accelerated decomposition of
dense algal scums, associated organisms, and debris encourages
odor and hydrogen sulfide gas, which creates strong citizen
protest and often stains the white paint on nearby buildings.
Eutrophication is primarily a man-induced problem. In
areas where proposed impoundments will receive no agricultural or
domestic runoff or discharges from either nearby or upstream
sources, eutrophication will be of minor importance. Sound silvi-
cultural practices must also be maintained since research has
shown that nitrogen concentrations in receiving waters sharply
increase when uncontrolled deforestation occurs*
However, impoundments which serve recreational interests
often encourage the establishment of nearby summer camps. These
camps often have poorly constructed overcrowded septic systems
which lead to nutrient influx into the lake. Also, associated
with these summer developments are poorly maintained roads and
cleared areas which are subject to erosion and lead to increases
in sediment influx. These sediments cause ecological hardships
on the receiving water's organisms.
If recreational interests are planned for any proposed
impoundment then more stringent zoning laws and land use planning
should be mandatory. A thorough investigation of the physical
features around an impoundment should be made to determine an
environmentally safe development potential and the costs for
these investigations should be figured in the benefit cost ratio
of the proposed project.
5.5 Light Penetration and Turbidity Removal
Research has shown that there is a direct relationship
between light intensities and photosynthetic rates. The induced
turbidity caused by a stream's current action is eliminated when
the stream enters into the lower energy regime of an impoundment.
The reduction of turbidity and the accompanied increased penetra-
tion of light caused by particulate settlement and extended
detention periods leads to increased primary productivity.
48
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However, the decreased turbidity can be short-lived, be-
cause ironically turbidity can also be a result of primary
productivity. As the productivity increases so does the turbidity
resulting in a migration of algae to the surface. If algae cannot
get the required light for growth at depth, migration to the surface
occurs resulting in the development of algal mats. Algal mats
block further light penetration and thereby decrease photosynthesis.
By decreasing photosynthesis, there is a decreased oxygen supply
leading to a transition from game to rough fish and eventually
possibly leading to complete eutrophic conditions. Decreased
dissolved oxygen, usually accompanied by an increase in turbidity
favors the formation of sludge deposits. As dissolved oxygen
decreases, the bottom turns anaerobic and results in a chemical
change going to toxic levels. pH changes in extremes toward
acidity and alkalinity and the temperature increases. The net
result being tainted fish flesh and nutrient production favoring
undesirable aquatic growths.
The process described above usually takes thousands of years
to occur unless there are other induced factors such as waste dis-
charges and agricultural runoff. The point to be made is one of
awareness; that this would happen if checks weren't taken to
prevent it.
5.6 Oxygen Production and Demand
When dealing with an impoundment, the net effect of the
algal population on the oxygen balance becomes important. One
must consider not only oxygen production by the algae, but also
organism respiration. Another factor often overlooked in oxygen
production and demand is the amount atmospheric reaeration supports
photosynthetic oxygen production.
In some instances photosynthetic activity is so vigorous that
the upper layers become supersaturated, and oxygen is lost to the
atmosphere. In many instances it would be wise to mechanically mix
these saturated layers with lower ones in order to satisfy oxygen
demands in these parts of the impoundments. Algal population and
other populations exert three forms of oxygen demand on a water body:
1. Respiration that occurs while photosynthesis is
progressing,
2. Respiration that occurs at night when photosynthesis
is absent, and
3. The oxygen uptake caused by consumer organisms,
mainly bacteria, that metabolize the algal bodies
upon their death.
49
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Studies show that the net 24-hour contribution to the
oxygen balance would be near zero, if all of the algae stayad in
the upper layers of water. Because many algae fall from the
euphotic zone during a given 24-hour period, the dark respiration,
and/or the oxygen uptake because of bacterial decomposition, do
not occur in the surface waters. The net increase in oxygen
concentration due to algal action is generally in the surface
waters, while the major portion of the oxygen demand takes place
in the bottom waters or bottom sediments.
Hence, although algae may produce a net increase in
dissolved oxygen concentration in surface waters, their decompo-
sition in deeper waters, with a corresponding oxygen uptake, means
that the net gain in the oxygen resources of the impoundment is
reduced or possibly even deficient.
There are conflicting viewpoints concerning the effect of
impoundments on stream purification. Some studies indicate that
a more intense rate of deoxygenation can occur in impoundments while
the rate of reoxygenation is the same as that occuring in a free
flowing river. In some instances, self-purification has been
improved by an impoundment due to the reduced speed of the flow
and increased surface area of the water body.
The data from other investigations suggest that reoxygen-
ation in impoundments depends upon diffusion into the surface
layer from the atmosphere and from the process of photosynthesis.
The amount of diffusion from the surface layer would be dependent
upon wind action and density induced currents in the case of
atmospheric diffusion and the penetration of sunlight in the case
of photosynthesis. Due to the limited mixing created by wind
action and density currents only photosynthetic oxygen concentration
might increase in the impoundments.
Decreasing water velocity does allow settling of formerly
suspended solids which explains why BOD, phosphates and coliforms
are frequently reduced after an impoundment. Dissolved solids and
the BOD attributed to dissolved solids are not decreased as
rapidly in impoundments as in the free flowing stream.
Based upon these views, the establishment of an impoundment
alone may not necessarily induce water quality degradation. Other
factors such as effluent discharges, runoff, and land use combine
to create water quality problems which usually occur in conjunction
with the establishment of an impoundment.
50
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5.7 Carbonate Equilibrium
Since algae remove carbon dioxide from solution as they
grow and convert it into cellular material, the carbonate
equilibrium as it exists in natural waters is affected. This is
especially true in impoundments or other standing water bodies
where algae is usually more prolific. When CC^ is removed the
net result through the carbonate equilibria is an increase in
pH considerably above 7. A ceiling on pH is formed by precipi-
tation of calcium carbonate that controls the amount of carbonate
ion that can coexist in solution with calcium ion. There have
been observed pH values as high as 9.8 where algae are in high
concentration and under favorable light conditions.
In deeper impoundments where stratification occurs, the
transformation of bicarbonate to carbonate ions occurs in the upper
layers of the water, but the precipitated carbonate particules
dropping down into the hypolimnion may or may not reach the bottom.
This is because the hypolimnion generally contains relatively higher
concentrations of carbon dioxide due to the biological activity
that has occurred in these waters during the decomposition of
falling algal bodies and because of the absence of many viable algae
in the hypolimnion. The precipitated carbonate particles combine
with this carbon dioxide and are converted into soluble bicarbonates
that increase the alkalinity of the deeper waters. Carbonate pre-
cipitation is common in standing bodies of water and has been
responsible for commercially important marl deposits in natural
lakes.
Research in this area is important, since changes in the
carbonate equilibrium can cause either the precipitation of hardness
causing ions, the reduction of alkalinity, or under reverse conditions
the dissolution of carbonates from the impoundment bed.
5.8 Iron and Manganese
Iron and manganese often pose serious staining problems
in water supplies. Both iron and manganese are insoluble in
their oxidized form. For this reason they often pose no serious
problem in streams and impoundments which have a sufficient dis-
solved oxygen concentration throughout. However, in deeper
stratified impoundments where the dissolved oxygen concentration is
often depleted in the hypolimnion, the iron and manganese occur in
the soluble reduced forms. Thus, instead of precipitating out as
they would in their oxidized forms, they remain suspended in their
soluble reduced forms.
51
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5.9 Artificial Destratification of Impoundments
Most authorities agree that the prevention of the
deterioration of the hypolimnion and its water quality through
impoundment destratification would be beneficial. Mixing
would prevent many of the changes that occur in water quality
in deep impoundments, such as: (1) low dissolved oxygen concen-
trations; (2) increased iron and manganese concentrations, (3)
production of hydrogen sulfide that occurs when organic matter
decomposes in the deoxygenated hypolimnion of deep stratified
impoundments, and (4) increase in color in the hypolimnion
such as the yellow coloring matter of "humic matter." However,
mixing would also prevent the accumulation of cool waters in
the impoundment bottom and might increase overall productivity
by recycling back into the euphotic zone nutrients released
during organic decomposition. If the impoundment prevents the
removal of bottom sediments which exert an oxygen demand on
the stream, then some means of physical destratification and
reaeration would probably be necessary for the maintenance of
water quality.
Some studies have shown that reaeration has effectively
precipitated or coagulated nutrients from the water body and that
this oxidized material along with the oxidized and precipitated
iron, magnesium, and other materials has formed an effective seal
over nutrient rich bottom sediments, thus effectively preventing
nutrient return to the epilimnion during times of overturn.
5.10 Thermal Pollution
The addition of warm water to an impoundment, either due
to the warming of the influent waters because of solar radiation
or due to the discharge of warmed cooling water from industrial
processes, influences the water quality in impoundments. These
warm waters tend to stay near the surface of the impoundment.
This warm water influences aquatic life in the surface waters of
the impoundment, influences the rate of deoxygenation from biolog-
ical degradation of organic matter by speeding the process and
influences dissolved oxygen concentrations because of decreased
oxygen solubility in higher temperature water. The latter reduces
the surface deficit, and thereby reduces the reaeration rate.
Another thermal pollution problem is the release of cold
hypolimnetic water to warmer downstream water. If the temperature
change is great, the stress placed on downstream aquatic life will
be considerable. Thus, water control structures can have a pro-
found influence on temperature and, if designed and used properly,
52
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can promote desirable downstream conditions while avoiding
undesirable ones. This reemphasizes the need to understand
the influences caused by the design and operation of outlet
works.
5.11 Influence of Impoundment Releases on Downstream Water
Quality
Most investigations are concerned with the degradation
of downstream water quality because of releases of poor
quality water from impoundments. Evidence shows that there are
downstream stresses caused by the discharge of water with a low
dissolved oxygen concentration and a high manganese concentration
during peaking power operations. This situation could also result
from hypolimnion releases from deep reservoirs. Although water
with a low dissolved oxygen concentration reaerates rapidly be-
cause of the high oxygen deficit, there are problems with downstream
water treatment because of manganese concentrations, and there is
difficulty in using the streams for the assimilation of organic
wastes. In some cases there have been reports of the absence of fish
life due to too much of an oxygen deficit.
Because of different temperatures and chemical compositions,
hypolimnion releases must be considered very carefully. The various
chemical and physical changes in these waters as opposed to the down-
stream receiving water could cause radical alterations in the plant
and animal life.
The following are six effects that should be investigated
in the establishment of any deep water impoundment if the complete
effect of a strearaflow regulation scheme is to be assessed:
1. The influence of dilution on the rate of biological
deoxygenation, must be investigated. The dilution of a given
polluted stream may cause an increase or decrease in the rate of
biological oxidation of the organic matter in that stream.
2. Because of increased turbulence and increased depth
caused by increased flow, the rate of reaeration may be changed
in a given situation when dilution water is added.
3. Because of increased flow, the time of travel between
a source of pollution and a possible water use will be shortened.
In certain situations, poorer quality water may arrive at a down-
stream point because this decreased time of travel would decrease
the opportunity for natural purification to occur.
53
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4. If algal toxins are present in the river and these
toxins are preventing an undesirable bloom of algae, the dilution
of this water with toxin-free water from an impoundment may well
result in undesirable effects.
5. The discharge of good chemical quality, but low
temperature, water may interfere with downstream recreational
facilities or the type of fish present. Cold water released may
also upset spawning and other reproductive cycles.
6. The absence of fish life below some dams discharging
hypolimnion water, even though it has been reaerated, has led to
the supposition that in the reducing environment of the hypolimnion,
substances toxic to aquatic life are produced. If this possibility
is true, it must be investigated since even on reaeration, this
water may be undesirable as dilution water*.
The effects on downstream water users generated from the
effects of impoundments include increased treatment costs at points
of withdrawal for water supply use. Taste and odor, color, iron
and manganese concentrations all may be increased above previous
stream concentrations and require treatment for removal. Inorganic
nutrients, principally phosphorus and ammonia-nitrogen may be
present in increased amounts if the reservoir hypolimnion was
anaerobic. These nutrients can stimulate rooted aquatic plant
growth as well as plankton growth in downstream reaches. Plankton
in nuisance amounts can produce water treatment problems by con-
tributing taste and odor to water and by interfering with filtra-
tion processes. Both plankton and rooted aquatics reduce the
aesthetic quality of water, reduce recreational appeal and pose
subsequent oxygen demands on the stream's dissolved oxygen resources.
Two final considerations to be recognized concerning down-
stream releases are the possibility of increased bottom scour and
subsequent increased erosion and sedimentation and the maintenance
of diffusion and natural mixing of downstream water. If dillution
water becomes channeled and does not mix with the entire contents
of a river, the entire benefit of this water will not be realized.
This problem would be accentuated in wide, relatively slow-moving
rivers where waste inputs as well as dillution water might cling to
one shore or the other and might be very slowly blended.
5.12 Effects on Groundwater
The most important effect of a dam on groundwater quality
occurs where the foundation of the structure provides a substantial
or complete cutoff of groundwater flow in an aquifer. Such a
* Number 5 in Bibliography
54
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stoppage reduces the hydraulic gradient of the groundwater
upstream of the dam. This causes an increased accumulation of
pollutants in the groundwater because of slower movement or
complete stoppage.
Another effect is caused by the higher water table created
back of a dam which extends around the periphery of the reservoir.
The high water table brings the groundwater closer to the ground's
surface where the opportunity for pollution from surface pollution
sources may be increased. Marshy area, swamps, and pools also
may be created.
Even in situations where the dam and its foundations do
not substantially alter the total groundwater flow through the
underlying aquifers, the localized effects on groundwater levels
and on the original pattern of groundwater flow may have signifi-
cant adverse impacts on groundwater quality. Seepage losses from
the reservoir also contribute to the groundwater. If the quality
of the water in the reservoir is better than that of the ground-
water, improvement in groundwater quality results. Conversely,
seepage losses from a reservoir storing poorer quality water
(e.g., reclaimed water) degrade the groundwater.
5.13 Watershed Development
In certain areas, development of land areas tributary
to reservoirs may constitute major sources of pollution and
nutrient fertilization. On small reservoirs constructed in con-
junction with suburban housing developments.direct drainage from
streets and lawns constitutes the primary cause of water quality
degradation. On large reservoirs increases in upstream tributary
population and development on the periphery of the lake shore must
be considered in projecting water quality although these sources
may not be of immediate concern.
Suburban development surrounding a small reservoir can
deteriorate water quality by direct waste disposal through the
use of sewage treatment plants not providing nutrient removal,
discharges from watercraft, runoff from yards and streets and by
infiltration from polluted groundwater where septic tanks are
used. Contamination in the feeding stream upstream from the
reservoir intensifies the pollution problem.
Larger reservoirs are also adversely affected by direct
sources but because of the volume of dilution available, these
effects may not be immediately noticeable. Large direct discharges
from industries or municipalities, however, can seriously degrade
55
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water quality unless adequate treatment is provided for these
sources. Nutrient concentrations from upstream point and non-
point sources may accelerate eutrophication processes, causing
algal blooms and subsequent dissolved oxygen deficits.
Unfortunately, flood control reservoirs encourage more
development downstream by providing a sense of security to in-
vestment concerns. This increased development provides more
wastes and waste loads for the downstream segments of the stream.
5.14 Remarks
Although most of the above situations only occur in deep
water reservoirs, some are applicable to shallow reservoirs.
The situations discussed are not inevitable, but can be
controlled to a very large degree. The purpose of these remarks
was to create an awareness so that effective planning at the
impoundment site and upstream and downstream from the impoundment
could be exercised so as to prevent or control these situations.
56
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5.15 Bibliography Dealing With the Effects of Impoundments
on Water Quality
I. General information
1. , "Symposium on Streamflow Regulation For
Quality Control," Environmental Health Series Supply
and Pollution Control, U.S. Department, Education and
Welfare, Public Health Service. Publication No. 999-WP-30.
2. Duffer, William R., and Harlen, Curtis C. Jr., Changes in
Water Quality Resulting From Impoundment, Office of
Research and Monitoring, Environmental Protection Agency.
Project No. 16080 GGH, August 1971.
3. Frey, David G., ed Limnology in North America, University
of Wisconsin Press, Madison 1963, p. 461
3A Hynes, H.B., The Biology of Polluted Waters, Liverpool
University Press, 1960.
4. Ruttner, Franz, Fundamentals of Limnology, University
of Toronto Press, third edition, 1971.
5. Symons, James M., ed. Water Quality Behavior in Reservoirs.
U.S. Department of Health, Education and Welfare, Public
Health Service and Environmental Health Service, Environ-
mental Control Administration, Public Health Service
Publication No. 1930.
II. Behavior of water quality in impoundments
A. Measurements of water quality in impoundments
6. Churchill, M.A. Effects of storage impoundments on water
quality. J. Sanit. Eng. Div. Proc. ASCE. 83 (SAL:Paper
1171. Feb. 1957, 48 pp.).
7. Cleary, E.J. An electronic monitor system for river-
quality surveillance and research. Intern. J. Air Water
Pollution. 7:331-42. 1963. Also in: Advances in water
pollution research, Proc. 1st Intern. Conf. Vol. 1.
Pergamon Press, London, U.K., 1964. pp-63-73.
8. Kneese, A.V. Water Pollution-economic aspects and research
needs. Resources for the Future, Inc., Wash., D.C.,
1962. 107 pp.
9. Love, S.K. Relationship of impoundments to water quality.
JAWWA. 53:559-68. May 1961.
57
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10. McCallum, G.E. and H. Stierlie, How automation plays a part
in water-quality surveillance. Water Works and Wastes Eng.
1:68-70. May 1964.
11. Mentink, A.F. Instrumentation in water quality. Paper 153
presented at Water Resources Conf. ASCE, Mobile, Ala.,
March 1965.
12. Monitor system continuously records river water quality
Chem. Eng. News. 1*1:5^-56. May 6, 1963.
13. Neel, J.K., H.P. Nicholson and A. Hirsch. Main stem
reservoir effects on water quality in the central Missouri
River, 1952-1957, USDEH. PHS. Region VI, Water Supply and
Pollution Control, Kansas City, Mo. March 1963. Ill pp.
I1*. Ragone, S., and B.J. Peters. Water Quality monitoring for
water quality control. In: Symposium on streamflow regu-
lation for quality control. Robert A. Taft Sanitary Engr.
Center, Cincinnati, Ohio, April 3-5, 1963. PHS. Publ. No.
999-WP-30. June 1965. pp. 3^5-65.
15- Samworth, R.B., and J.A. Defilippi. Final report on an
investigation of low-flow augmentation for stream-pollution
abatement. Div. Water Supply and Pollution Control.
16. Res. and Trng. br., USPHS, Grant No. Wp-00153. (Project
title: Low-flow augmentation for stream-pollution abatement.
(Johns Hopkins Univ. Baltimore, Md. Sept. 1963. 37 pp.
Appendices.
17- Stearns, P.P. Effect on storage upon the quality of water.
J. New Engl. Waters Works Assoc. 5':115-l890-91.
18. Water Resources activities in the United States. Water
supply and demand. Senate Select Committee Print No. 32.
U.S. Gov't Printing Office, Washington, B.C. I960.
19. Weibel, S.R., R.J. Anderson, and R.L. Woodward. Urban land
runoff as a factor in stream pollution. JWPCF. 36:9lU-2l*,
July 196U.
B. Eutrophication
20. Algae and metropolitan wastes. Trans, of seminar, Cincinnati,
Ohio, Apr. 27-29, I960. Tech. Rep. W61-3. Robert A. Taft
Sanit. Eng. Center. 1961. 162 pp.
21. Antia, N.J., C.D. McAllister, T.R. Parsons, K. Stephens, and
J.D.H. Strickland. Further measurements of primary produc-
tion using a large-volume plastic sphere. Limnol. and
Oceanog. 8:166-83. Apr. 1963.
58
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22. Sensing, W. Lake Constance: Maintenance of its quality and
navigation in the Rhine Wasserwirtschaft (Stuttgart).
50:238-1*3. I960. Water Pollution Abstr. 35:Abstr. No. 777.
Apr. 1962.
23. Borchardt, J.A., "Eutrophication-Causes and Effects," Journal
American Water Works Association Vol. 6l, No. 6, June 1969,
pp. 272-275.
2k. Cox, George W., ed. Readings in Conservation Ecology. Meredith
Corporation 1969; Chapter 31, "Eutrophication of the St.
Lawrence Great Lakes," pp. 1*73-1*92 - Alfred M. Beeton, and
Chapter 32, "Control of Eutrophication," pp. 1*93-503,
R.T'. Edmondson.
25. Fru.i, E. Gus, Kenton M. Stewart, G. Fred Lee, and Gerard A.
Rohlich, "Measurements of Eutrophication and Trends," Journal
Water Pollution Control Federation, August 1966, Vol. 38,
pp. 1237-1258.
26. Fruh, E. Gus, "The Overall Picture of Eutrophication," Journal
Water Pollution Control Federation, September 1967, Vol. 39,
pp. 11*1*9-11*63.
27. Gerloff, G., and F. Skoog , Nitrogen as a limiting factor for
the growth of Microcustis aeruginosa in southern Wisconsin
lakes. Ecology. 38:556-61. Oct. 1957-
28. Goldman, C. R.,A method of studying nutrient limiting factors
in situ in water columns isolated by polyethylene film.
Limnol. and Oceanog. 7:99-101. Jan. 1962.
29. Goldman, C.R., A rapid field technique for determining micro-
nutrient limiting factors in fresh water and notes on the
use of gas phase in calibration of Cr productivity experiments.
In: Symposium on new methods of determining biogenic and
organic substances in water and organisms. Hydrobiol. Lab.
Czechoslovak Acad. Sci, Prague, Czech., Sept. 30-Oct.l, 1963. 1 p.
30. Grundy, Richard D., "Strategies for Control of Man-Made
Eutrophication," Environmental Science and Technology, Dec.
1971, PP. 118U-1190.
31. Hasler, A. D., Eutrophication of lakes by domestic drainage.
Ecology. 28:383-95. Oct. 191*7.
32. Hutchinson, G. E. , A treatise on limnology. Vol. 1. Geography,
physics, and chemistry. John Wiley and Sons, Inc. New York,
N. Y., 1957. 1015 pp.
33- Laurent, P., What do we know of the actual condition of Lake
Geneva? Federation Europaischer Gewa'sserschutz Informations
blatt, No. 1*, pp. 11- . 1960. Water Pollution Abstr. 35:
Abstr. No. 1108. June 1962.
59
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3^. Mackenthun, K. M. , The effects of nutrients on photo synthetic
oxygen production in lakes and reservoirs. In: Symposium
on streamflow regulation for quality control. Robert A. Taft
Sanit. Engr. Center, Cincinnati, Ohio, Apr. 3-5, 1963. PBS
Publ. No. 999-WP-30. June 1965. pp. 205-15.
35. McGauhey, P. H. , R. Eliassen, G.A. Rohlich, H.F. Ludwig, and
E.A. Pearson, Comprehensive study on protection of water
resources of Lake Tahoe Basin through controlled waste dis-
posal. Report prepared for Lake Tahoe Area Council by
Engineering-Sciences, Inc. June 1963. 157 pp.
36. Oswald, William J. and C.G. Golucke, "Eutrophication Trends
in the United States - A Problem?", Journal Water Pollution
Control Federation, June 1966, Vol. 30, pp. 96U-975.
37. Rodhe , W. Environmental requirements of fresh water plankton
algae. Symbolae Botan. Upsalienses. 10:1-1^9. 191*8.
38. Safferman, R.S. , and M.E. Morris. Control of algae with
viruses. JAWWA. 56:1217-2U. Sept. 196*1 .
39. Sawyer, Clair N. , "Basic Concepts of Eutrophication", Journal
Water Pollution Control Federation, Vol. 38, May 1966, No. 5,
PP. 737-7UU.
1*0. Sawyer, C.N. Fertilization of lakes by agricultural and
urban drainage. J. New Engl. Water Works Assoc. 56:109-27.
June
J4l. Strickland, J.D. H. Measuring the production of marine
phytoplankton . Bull. No. 122. Fisheries Research Board
Can. I960. 172 pp.
1*2. Stumra, W. , and J.J. Morgan. Stream pollution by algal
nutrients. In: Trans. 12th Ann. Conf. Sanit. Eng.,
Univ. Kansas, Manhattan, Kan., 1962. pp. 16-26.
C. Light penetration and turbidity removal
1^3. Dvihally-Tamas, S. Transformation of energy in inland waters
examined on the basis of investigations carried out using
modern physico-chemical methods. Intern. Ver. Theoret.
Angew. Limnol., Verhand. lU:99-103. 196l.
kU. Little, J.A. Pearl River shallow water reservoir water
quality-recreation project. USDHEW, PHS, Region IV.
Atlanta, Ga., Mar. 1963. 50 pp. Appendices.
60
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1*5. Metzler, D.F. Improvement of water quality in Kansas. JAWWA.
50:1180-81*. Sept. 1958.
U6. Vaccaro, R.F., and J.H. Ryther. The bactericidal effects of
sunlight in relation to "light" and "dark" bottle photo-
synthesis experiments. J. Conseil, Conseil permanent
intern, exploration mer. 20:l8-2l*. 1951*.
1*7. Varma, M.M., and M.J. Wilcomb. Effect of light intensity on
photosynthesis. Water and Sewage Works, 110:1*26-29.
Dec.. 1963.
U8. Verduin, J. Discussion of "Photosynthesis as a factor in
the oxygen balance of reservoirs," by C.H.J. Hull. In:
Symposium on streamflow regulation for quality control.
Robert A. Taft Sanit. Eng. Center, Cincinnati, Ohio, Apr.
3-5, 1963. PHS Publ. No. 999-WP-30. June 1965. pp. 91-91*.
D. Oxygen production and demands
1*9. Edmondson, W.T. Secondary production and decomposition.
Intern, Ver. Theoret. Angew. Limnol. Verhand. lU:3l6-39. 196l.
50. Fish, F.F., C.H.J. Hull, B.J. Peters, and W.E. Knight, A
study of the effects of a submerged weir in the Roanoke Rapids
Reservoir upon downstream water quality. Spec. Rept. No. 1.
Compiled by Special Report Committee, Roanoke River Studies,
Raleigh, N.C. Feb. 6, 1958. Unpublished report. 63 pp. Appendices.
51. Hull, C.H.J. Oxygenation of Baltimore Harbor by planktonic
algae. JWPCF. 35:587-606. May 1963.
52. Hull, C.H.J. Discussion of "Oxygen balance of an estuary,"
by D.J. O'Connor. J. Sanit. Eng. Div. Proc. ASCE 86(SA6):105-20.
Nov I960.
53. Hull, C.H.J. Photosynthesis as a factor in the oxygen balance
of reservoirs. In: Symposium on streamflow regulation for
quality control. Robert A. Taft Sanit. Eng. Center,
Cincinnati, Ohio, Apr. 3-5, 1963- PHS Publ. No. 99-WP-30.
.June 1965. pp. 77-91.
5!*. Hull, C.H.J. Photo synthetic oxygenation of a polluted
estuary. Intern. J. Air Water Pollution. 7:669-96. Aug.
1963. Also in: Advances in water pollution research, Proc.
1st Inter. Conf. Col. 3. Pergamon Press. London, U.K., 196U.
pp. 31*7-7^.
61
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55. Kaplovsky, A.J. Discussion of "Photoeynthctic oxygenation of
a polluted estuary," "by C. H. J. Hall. In: Advances in
water pollution research, Proc. 1st Intern. Conf. Vol. 3-
Pergamon Press, London, U.K., 196U. pp. 3lk-k03.
56. Knopp, H. The influence of plankton on the oxygen demand
of river vater. Deut. Gewasserkundliche Mitt. 3:65-70.
1959. Water Pollution Abstr. 33:Abstr. No. 1^65. Oct. I960.
57. Odum, H.T. Primary production in flowing waters. Limnol.
and Oceanog. 1:102-1?. Apr. 1956.
58. O'Connell, R.L., N.E. Thomas, P.J. Godsil, and C.R. Hirth.
Report of survey of the Truckee River. Robert A. Taft
Sanit. Eng. Center, Div. Water Supply and Pollution Control
Aug. 1963. Mimeo. ^5 pp.
59. Pratt, D.M., and H. Berkson. Two sources of error in the
oxygen "light" and "dark" bottle method. Limnol. and
Oceanog. l*:328-3U. July 1959.
60. Thomas, N.A. Oxygen deficit rates for the central basin
of Lake Erie. Proc. 6th Ccnf. on Great Lakes Research,
Ann Arbor, Mich., June 13-15, 1963. Publ. No. 10. Great
Lakes Research Div., Univ. Michigan. Abstract, p. 133.
6l. Towne, W.W., A.F. Bartsch, and W.H. Davis. Raw sewage
stabilization ponds in the Dakotas. Sewage and Ind.
Wastes. 29:377-96. Apr. 1957-
62. Verduin, J. Energy fixation and utilization by natural
communities in western Lake Erie. Ecology. 37^0-50. Jan. 1965.
63. Verduin, J. Photosynthesis by aquatic communities in north-
western Ohio. Ecology. 1*0:377-03. July 1959-
E. Carbonate equilibrium
6k. Sawyer, C.N. Chemisti-y for sanitary engineers. McGraw-Hill
Book Co., Inc., New York, N.Y., I960. 367 pp.
65. Weber, W.J., Jr., and W. Stumm. Mechanism of hydrogen ion
buffering in natural waters. JAWWA. 55:1553-78. Dec. 1963.
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F. Nutrient removal
66. Gates, W.E., and J.A. Borchardt. Nitrogen and phosphorus
extraction from domestic wastewater treatment plant effluents
by controlled algal culture. JWPCF. 36:^1*3-62. Apr. 196U.
67. Hicks t- R. Interim report on results of research into methods
of harvesting and possible utilization of algae cultivated in
experimental sewage oxidation ponds at the Omaru Creek
Pilot Plant of the Auckland Metropolitan Drainage Board. 1958.
Water Pollution Abstr. 32:Abstr. No. l6?8. Sept. 1959.
68. King, Darrell L., "The Role of Carbon in Eutrophication", Journal
Water Pollution Control Federation, Vol. U2, No. 12, pp. 2035-2051.
69. Liebig, J. Chemistry and its application to agriculture and
physiology. Uth ed. Taylor and Walton, London, U.K., 18UJ.
pp. 20, 198, 205, 22U.
70. McGriff, E. Corbin, Jr., and Ross E. McKinney, "Activated Algae:
A Nutrient Removal Process", Water and Sewage Works, November
1971, PP. 377-379-
71. Oswald, W.J. The coming industry of controlled photosynthesis.
Amer. J. Public Health. 52:235-^2. Feb. 1962.
72. Sawyer, Clair N., "Basic Concepts of Eutrophication", Journal
Water Pollution Control Federation, March 1968, Part 1, pp. 363-370.
G. Dissolved oxygen
73. Birge, E.A., and 0. Juday. The inland lakes of Wisconsin. Wis.
Geol. Nat. Hist. Surv. Bun. No. 22 1911. 259 pp.
71*. Bueltman, C., J. Termini, and W. Kingsbury. Power requirements for
oxygen transfer with turbine aerators. Intern. J. Air Water
Pollution. 5:175-79. May 1963. Also in: Advances in biological
waste treatment. Eckenfelder and McCabe, Eds. Pergamon Press,
London, U.K., 1963. pp. 175-79
75. Churchill, M.A., H.L. Elmore, and R.A. Buckingham. The
prediction of stream reaeration rates. J. Sanit. Eng. Div.,
Proc. ASCE. 88(SAl*): 1-U6. July 1962. Also in: Advances in
water pollution research, Proc. 1st Intern. Conf, Vol. 1 Pergamon
Press, London, U.K., 196U. pp. 89-126.
76. Fair, G.M. The DO sag - an analysis. Sewage Works J. ll:UU5-6l
May 1939-
63
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77. Fremling, C.R., and J.J. Evans. A method for determining
the the dissolved oxygen concentration near the mud-water
interface. Limnol. and Oceanog. 8:363-61*. July 1963.
78. Hull, C.II.J. Second progress report of an investigation of
low-flow augmentation for stream-pollution abatement.
79. Report No. XII. Div. Water Supply and Pollution Control, Res.
and Trng. Br., USPHS, Grant No. WP-00153. (Project title:
Low-flow augmentation for stream-pollution abatement.) John
Hopkins U., Baltimore, Md., Oct. 1961.
80. Hull, C.H.J. Simplified technique for determination of
theoretical and effective self-purification coefficients of
polluted streams. Report No. Ill of the low-flow augmentation
for stream-pollution abatement project. Div. Water Supply
and Pollution Control, Res. and Trng. Br., Br. USPHS, Grant
No. WP-00153. (Project title: Low-flow augmentation for
stream-pollution abatement.) Johns Hopkins U., Baltimore, Md.
I960. 90 pp.
81. Ingols, R.S. Effect of impoundment on downstream water quality,
Catawba River, S.C. JAWWA. 51 :U2-U6. Jan. 1959-
82. Ingols, R.S. Pollutional effects of hydraulic power generation.
Sewage and Ind. Wastes 29:292-97. Mar. 1957-
83. Kittrell, F.W. Effects of impoundments on dissolved oxygen
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88(SA2): 53-82. Mar. 1962.
85. O'Connor, D.J., and W.E. Dobbins, The mechanism of reaeration
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86. Olszewski, P. Experiment on drawing off the hypolimnic water
from a lake, results of the first experimental year. Intern.
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87. Oxygen relationships in streams. Proc. of seminar, Cincinnati,
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88. Phelps, E.B. The biochemistry of sewage. 8th Intern. Congr.
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89. Scott, R.H., T.F. Wisnievski, B.F. Lueck, and A.J. Wiley.
Aeration of stream flow at pover turbines. Sewage and Ind.
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90. Streeter, H.W., and E.B. Phelps. A study of the pollution
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91. Winberg, G.G., and T.N. Sivko. The significance of photo-
aeration in the oxygen balance of polluted waters. Intern.
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H. Nitrogen
92. Cooper, G.S., and R.L. Smith. Sequence of products formed during
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Soc. Amer. 27:659-62. 1963.
93. Courchaine, R.J. The significance of nitrification in streams
analysis-effects on the oxygen balance. In: Proc. l8th Ind.
Waste Conf., Lafayette, Ind., Apr. 30-May 2, 1963. Eng. Ext.
Ser. No. 115. Eng. Bull., Purdue U. 1*8 (3) : 38-5.0. May 196^.
9!+. Johnson, W.K., and G.J. Schroepfer. Nitrogen removal by
nitrification and denitrification. JWPCF. 36:1015-36. Aug. 196U.
95. Kaylor, F.B., M.H. Bechir, and J.M. Symons. Atmospheric nitrogen
fixation in activated sludge. In: Proc. l8th Ind. Waste Conf.,
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96. Leclerc, E. Self-purification of fresh water streams as affected
by temperature and by the content of oxygen, nitrogen and other
substances. Intern. J. Air Water Pollution. 7=357-65- June 1963-
Also in: Advances in water pollution research, Proc. 1st Inter.
Conf. Vol. 1. Pergamon Press, London, U.K. 196U. pp. 51-62.
97. Schmidt, B., and W.D. Kampf. Alteration of the nitrogen balance
in liquid nutrients by some bacteria occurring in surface waters.
Z. Hyg. Infektionskrankh. 11*7^95-503. 196l. Water Pollution
Abstr. 35:Abstr. No. 1*39. Mar. 1962.
98. Symons. J.M., and R. Labonte. A procedure for continuous
nitrification corrections during Warburg respirometer studies.
In: Proc. l8th Ind. Waste Conf., Lafayette, Ind., Apr. 30-May 2,
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. May 196U.
65
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99- Symons, J.M., and R.E. McKinney. The biochemistry of
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lj;115-38. June 196l. Also in: Advances in biological
waste treatment. Eckenfelder and McCabe, Eds. Pergamon
Press, London, U.K. 1963. pp ^1-59.
I. Phosphorus
101. Missingham, G.A., "Occurrence of Phosphates in Surface
Waters and Some Related Problems", Journal American
Water Works Association, Vol. 57, No. 2 pp. 183-211.
102. Weaver, P.J., "Phosphates in Surface Waters and Deter-
gents", Journal Water Pollution Control Federation,
September 1969, Vol. 1*1, pp, 16U7-1653.
103. Weiss, Charles M. "Relation of Phosphates to Eutrophica-
tion", Journal American Water Works Association, Vol. 6l,
No. 8, August 1969, pp. 387-391.
10U. , "The Great Phosphorus Controversy", Environ-
mental Science and Technology, Vol. U, No. 9, September
1970, pp. 725-726.
J. Iron
105- Morgan, J.J., and W. Stumm. The role of multivalent
metal oxides in limnological transformations, as
exemplified by iron and manganese. In: Advances in
water pollution research, Proc. 2nd Inter. Conf.,
Vol. 1. Pergamon Press, London, U.K., 1965. pp. 103-18.
i
106. Stumm, W., and G.F. Lee, The chemistry of aqueous iron.
Schweiz, Z. Hydrol. 22(l):295-319. I960.
107. Sylvester, R.0.,and D.A. Carlson. A study of water
quality in relation to the future. Howard A. Hanson
Impoundment on the Green River, Washington. Report
prepared for the Corps of Engineers, U.S. Army,
Seattle District. U of Wash., Seattle, Wash. Dec. 196l.
UU pp.
66
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K. Manganese
108. Flentje, M.E. How is your manganese? Water Works Eng.
113:288-89. Apr. 1960.
109. Ingols, R.S., and R.D. Wilroy. Mechanism of manganese
solution in lake waters. JAWWA. 55:282-90. Mar. 1963.
110. Myers, H.C. Manganese deposits in western reservoirs and
distribution systems. JAWWA. 53:579-88. May 1961
111. Wilroy, R.D. and R.S. Ingols. Aging of water in
reservoirs of the Piedmont Plateau. JAWWA. 56:886-90
July 196^. Also published as: Yearly variation in
water quality in several lakes in the southeastern
United States. Proc. 2n Ann. Sanit. Conf., Nashville,
Tenn. May 30-31, 1963. P.A. Krenkel, Ed., Dept. Civil
Eng., Vanderbilt U. Nashville, Tenn. pp. 2U-28.
L. Oxidation and persistence of organics
112. Derby, R.L. Chlorination of deep reservoirs for taste and
odor control. JAWWA. 148:775-80. July 1956.
113. Douglas, N.H., and W.H. Irwin. Evaluation and relative
resistance of sixteen species of fish as test animals in
toxicity bioassays of petroleum refinery effluents. In:
Proc. 17th Ind. Waste Conf., Layfayette, Ind., May 1-3, 1962,
Eng. Ext. Ser. No. 112. Eng. Bull., Purdue U. 1*7 (2):57-65.
Mar. 1963.
111*. Hull, C.H. J. Bibliography on biochemical oxygen demand.
Report No. V of the low-flow augmentation for stream-
pollution control project. Div. Water Supply and
Pollution Control, Res. and Trng. Br., USPHS, Grant No.
WP-00153. (Project title: Low flow augmentation for
stream-pollution abatement.) Johns Hopkins U., Baltimore,
Md., Feb. 196l. 27 pp.
115. Jaag, 0. Mechanism of self-purifications in flowing waters.
Intern. Ver. Theoret. Angew. Limnol., Verhand. lU:lil-58.
1959. Water Pollution Abstr. 35:Abstr. No. 1650.
Aug. 1962.
Il6. Liebmann, H. Investigations on the influence of retention
by dams on natural self-purification. In: Wasser u.
Abwasser. R. Eiepolt, Ed. Verlag Winkler and Co.,
Vienna, Austria, 1961. pp. 35-51. Water Pollution Abstr.
No. 1225. Aug. 1963.
67
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117. Mohler, J. Assessment of the self-purifying power of
surface waters. Chimia. 6:229-36. 1952. Water Pollution
Abatr. 28:Abstr. 1+71.. Feb. 1955.
118. O'Connor, D.J. Organic pollution of New York Harbor-
theoretical considerations. JWPCF. 3l*:905-19. Sept. 1962.
119. Ridenour, G.M. Studies on the effect of a small impounding
reservoir on stream purification. Sewage Works J.
5:319-32. Mar. 1933.
120. Robeck, G.G. , A.R. Bryant, and R.L. Woodward. Influence
of ABS on coliform movement through water-saturated
sandy soils. JAWWA. 5^:75-82. Jan 1962.
121. Robeck, G.G., J.M. Cohen, W,T. Sayers, and R.L. Woodward.
Degradation of ABS and other organics in unsaturated
soils JWPCF. 35:1225-36. Oct. 1963.
122. Wayman, C.H., J.B. Robertson, and C.W. Hall. Bio-
degradation of surfactants under aerobic and anaerobic
conditions. In: Proc. l8th Ind. Waste Conf., Lafayette,
Ind. Apr. 30-May 2, 1963. Eng. Ext. Ser. No. 115. Eng.
Bull. Purdue U. U8(3):578-88. May 1961*.
123. Zobell, C.E., and J. Stadler. The effect of oxygen tension
on the oxygen uptake of lake bacteria, J. Bacteriol.
39=307-22. Mar. 19^0.
M. Methane
12U. Oswald, W.J., C.G. Golueke, R.C. Cooper, H.K. Gee, and
J.C. Bronson. Water reclamation, algal production and
methane fermentation in waste ponds. Intern. J. Air
Water Pollution. 7:627-^8. Aug. 1963. Also in: Advances
in water pollution research, Proc. 1st Intern. Conf.
Vol. 2. Pergamon Press, London, U.K., 1961*. pp. 119-^0.
N. Color
125. Shapiro, J. Effect of yellow organic acids on iron and other
metals in water. JAWWA. 56.1062-82. Aug. 1961*.
126. Shapiro, J. Inorganic-organic interactions in natural waters.
Unpublished project proposal, n.d.
0. Thermal stratification
127. Kittrell, F.W. Thermal stratification in reservoir. In:
Symposium on streamflow regulation for quality control.
Robert A. Taft Sanit. Eng. Center, Cincinnati, Ohio, Apr. 3—5>
1963. PHS Publ. No. 999-WP-30. June, 1965. pp. 57-67-
68
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128. Marlier, G., The biology of tropical lakes. Folia sci.
Afr. centr. 1:3-5. 1955. Water Pollution Abstr. 35:
Abstr. No. 273. Feb. 1962.
P. Density flows
129. Duncan, W., D.R. F. Harleman, and R.A. Elder. Internal
density currents created by withdrawal from a stratified
reservoir. Report for TVA and U.S. Corps of Engineers,
Norris, Term. Feb. 1962. 19 pp.
130. Lake Mead comprehensive survey of 19U8-ii9. Vol. 3. A
cooperative project of U.S. Dept. Interior and U.S. Dept.
Navy. Feb. 1951*. 366 pp.
131. Task Committee on Preparation of Sedimentation Manual.
L. Density currents. J. Hydraulics Div., Proc. ASCE
89 (H5) =77-87. Sept. 1963.
132. Thomas, H.E. First fourteen years of Lake Mead. U.S.
Geol. Survey, Circ. No. 3^6. U.S. Govt Printing Off.
Wash. D.C. 195U. 27 pp.
133- Wiebe, A. H. Density currents in Norris Reservoir Ecology.
July 1939-
Q. Artificial destratification of impoundments
13^. Bryan, J.G. Improvement in the quality of reservoir dis-
charges through reservoir mixing and aeration. In:
Symposium on streomflow regulation for quality control.
Robert A. Taft Sanit. Eng. Center. Cincinnati, Ohio,
Apr. 3-5, 1963. PHS Publ. No. 999-WP-30. June 1965. pp.
317-314.
135- Hooper, F.F., R.C. Ball, and H.A. Tanner, An experiment in
the artificial circulation of a small Michigan Lake.
Trans. Am. Fisheries Soc. 82:222-Ul. July 1952.
136. Lathbury, A., R.A. Bryson. and B. Lettau. Some observa-
tions of currents in the hypolimnion of Lake Mendota.
Limnol. and Oceanog. 5:U09-13. Oct. I960.
137- Likens, G.E., and A.D. Hasler. Movement of radiosodium
in a chemically stratified lake. Science. 131:1676-77.
June 3, I960.
136. Mercier, P., and S. Gay. Effects de 1'aeration artificielle
souslacustre au Lac de Bret. Rev. Susse D'Hydrologie.
16(2): .
69
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139- Patriarche, M. H. Air-induced winter circulation of tvo
shallow Michigan lakes. J. Wildlife Management. 25:282-89.
July 19ol. Water Pollution Abstr. 35:Abstr. No. 89^. May 1962.
R. Evaporation control
LoMer, V.K., Ed. Retardation of evaporation by mono-layers.
Academic Press, Nev York, N.Y., 1962. 277 pp.
Meyers, J.S. Evaporation from the 17 western states. U.S.
Geol. Survey. Profess. Papers No. 272-D. U.S. Govt. Printing
Office, Washington, B.C. 1962.
lU2. Task Group Report. Survey of methods for evaporation control.
JAWWA. 55:157-60. Feb. 1963.
S. Thermal pollution
lU3. Arnold, G.E. Thermal pollution of surface supplies. JAWWA.
5^:1332-1*6. Nov. 1962.
lM. Cairns, John, Jr., "Thermal Pollution - A Cause for Concern",
Journal Water Pollution Control Federation, January 1971,
Vol. k3, No. l,.pp. 55-66,
lU5- Churchill, M.A. Control of temperature through streamflov
regulation. In: Symposium on streamflow regulation for
quality control. Robert A. Taft Sanit. Eng. Center, •
Cincinnati, Ohio, Apr. 3-5, 1963. PHS Publ. No. 999-WP-30.
June 1965. pp. 179-92.
l'»6. Duttweiler, D.W., A mathematical model of stream temperature.
Unpublished doctoral thesis, Johns Hopkins U., Baltimore,
Md. 1963. 139 pp.
1^7. Eckel. 0. Temperature conditions in impounded waters. In:
Wasser u. Abwasser. R. Liepolt, Ed. Verle.g Winkler and Co.,
Vienna, Austria, 1961. pp. 170-89. Water Pollution Abstr.
36: Abstr. No. 1231. Aug. 1963.
lU8. Eldridge, E.F., Ed. Water temperature influences, effects,
and control. In: Proc. 12th Pacific Northwest Symposium
on Water Pollution Research. USDEW, PHS Pacific Northwest
Water Lab., Corvallis, Ore. Nov. 7, 1963. 159 PP-
ill 9- Hoak, R.D. The thermal pollution problem. JWPCF.
33:1267-76. Dec. 1961.
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III. Influence of impoundment releases on downstream vater quality
A. Influence on Quality
150. Fish, F.F. Effect of impoundment on dovnstream water
quality. Roanoke River, N.C. JAWWA. 51:lj7-50. Jan. 1959.
151. Hall, B.M., Jr. Reregulation of impounded water quality.
Chattahooche River, Ga. JAWWA. 51:33-^2. Jan. 1959.
152. Pfitzer, D.W. Investigations of waters below storage
reservoirs in Tennessee. Presented at 5th Ann. Conf.
Southeast Assoc. Game and Fish Commissioners. (Game and
Fresh Water Commission, Tallahassee, Fla. ) 1952.
B. Turbulent diffusion and natural mixing
153. Krenkel, P.A. Turbulent diffusion and river waste
assimilative capacity. Progress report: May 1, 1962-
May 1, 196U. Tech. Rept. No. 3. Sanit. and Water Resources
Eng., Vanderbilt Univ. Nashville, Tenn. May 196k. 55 pp.
Appendices.
15k. Thomas, H.A., Jr., and R.S. Archibald. Longitudinal
mixing measured by radioactive tracers. Trans. ASCE
117:839-50. 1952.
155- Wisniewski, T.F. Cross-section surveys as a method of
evaluating the self-purification capacity of a stream.
TAPPI. 1*2:67-70. Jan. 1959.
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6.0 LAND USE FUNCTIONS IN WATER QUALITY MANAGEMENT
As the ratio of percent removal to cost of removal
decreases sharply, it is becoming readily apparent that
advanced waste treatment facilities and water quality standards
are not the total answer to improving water quality. Since
water quality is so dependent upon land use, it is becoming
more rapidly accepted that controlled land use is an essential
part of water quality management. As mentioned earlier, all
forms of contaminant entry can be traced to either point or
non-point sources. Ajld all these sources can be directly
related to land use.
Pollution abatement measures are successful in treating
point sources of contamination which enter our waterways. How-
ever, the need to control non-point sources of pollution are
necessary if desired water quality is to be achieved in many
areas. Since pollution abatement programs are relatively in-
effective against non-point sources of pollution, the need for
preventive measures should now be the point of attack. Runoff,
the chief contributor to non-point sources of pollution, can be
divided into 3 categories: agricultural, urban, and resource
extraction.
Pollution from agricultural lands encompasses the effects
of grazing, concentrated animal growing, crop production, refuse
and manure disposal, and road construction and maintenance.
Animal growing can impose bacterial, BOD and nutrient loads of
significant proportions on small streams during rainfall and as
mentioned, snow melt runoff episodes. Fertilizers and pesticides
are other contaminants present in agricultural runoff. Heavy
animal traffic and poor plowing techniques often result in heavy
sediment influxes to nearby streams.
Urban land runoff includes surface drainage from streets
and parking lots, discharges from combined sewer systems or from
separate storm sewer systems, and from unsewered areas of urban
composition. The combined sewer overflow is a special case of
urban land runoff in that such discharges carry large quantities
of sanitary sewage. The contaminant contributions from urban
land runoff are sizeable with high concentrations of BOD, COD,
total solids, nutrients, heavy metals, and chlorides (from street
deicing practices).
The large amounts of total solids in urban land runoff
emphasizes the significance of sediment from urban construction
involving housing developments, shopping centers, roads and highways.
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Erosion from roads and highways is not limited to urban areas
and is an important factor throughout the environment. Indeed,
the secondary road system is believed to be an extremely important
source of sediment in rural areas as emphasized by the Gale River
and 1-93 relationship mentioned.
A USGS* study of sediment movement from suburban highway
construction in Fairfax County, Va., reported that with normal
precipitation erosion in construction areas would be about 10 times
that normally expected from cultivated land, 200 times that from
grassland, and 2000 times higher than from forest land. The
intensity of storm runoff was found to have an important influence
on erosion, but somewhat less than the volume of runoff. The
average rate of runoff varied greatly from storm to storm. Erosion
was found to vary considerably between seasons, ranging between
a high of 24 tons per acre during the 2nd quarter to a low of 7 tons
per acre during the 3rd quarter.
The practices used in the extraction of natural resources
in the past, has not been satisfactory from the standpoint of water
quality. Quarrying for sand and gravel, the mining of coal, sulfur,
oil and other minerals and silvicultural practices add tremendous
contaminant and sediment loads to waterways. Specific pollutants
vary with the type of resource extraction. However, erosion and
sedimentation are possible at any site where proper site planning,
construction techniques, and planting are not carried out. This
is especially true in logging operations. Other major threats to
water quality come from salt water which is a by-product of oil
extraction along with oil spills themselves and acid mine drainage
from coal mines and their spoils. Unlike most other activities,
negative side effects of mining can be detected long after the
mining operations have been discontinued unless proper reclamation
measures are taken.
If non-point sources of pollution are to be controlled, then
provisions for erosion and sediment control should be incorporated
in areawide, community, and project plans. Area planning should
include provisions for roads, highways and other transportation
facilities, subdivision and lot development, industrial and commer-
cial development, surface mining and other resource extraction
operations, service or recreational areas, utilities, water im-
poundments and waterway construction, agricultural & silvicultural
practices and highway construction and maintenance.
* Rice, R.B., Guy, H.P. and Ferguson, G.E., "Sediment Movement in
an Area of Suburban Highway Construction, Scot Run Basin, Fairfax
County, Va.", 1961-64, USGS W-S Paper 1591-E, 1969.
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Communities should fit their development plans to cli-
matic factors, topography, soils and vegetative cover, reduce
the area and duration of exposed soils, retain and protect
natural vegetation wherever feasible, cover disturbed soils with
mulch or vegetation, mechanically retard runoff, erosion, and
sediment in runoff water, and provide effective accomodation
for increased runoff caused by changing soil and surface
conditions during and after development*.
A new emerging concept is the importance of reserving
land for functional open space. Past practices have usually
left only the land that is unfit for any other use to be used
for recreation and open space. Now land is being reserved for
the value of the open space itself. For example, New Jersey
is saving land to protect its groundwater recharge areas.
The practice of reserving a strip of land in the flood-
plain of a river, now being considered in many areas, is an
effective method for reducing pollution from land runoff. The
maintenance of this buffer strip alongside all streams applies
to forest, agriculture, and urban lands alike. This well-
vegetated strip would effectively reduce the influx of phosphorus,
pesticides, and suspended particulate matter. It would stabilize
river banks, enhance the appearance of water bodies and offer
some area for outdoor recreation such as hiking, camping and
hunting. This practice prevents excessive flood plain encroach-
ment and leads to reduced flood damages.
Hence, land use controls can be used as an effective
means of water quality management and it is rapidly becoming an
economic necessity to use these controls to maintain contiguous
land uses compatible with water use classifications.
* From "Community Action Guidebook for Soil Erosion and Sediment
Control", published by the National Association Counties Res.
Foundation under an FWQA grant (March, 1970), by Powell, M.D.,
Winter, W.C., and Bodwitch, W.P.
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7.0 WATER QUALITY RECONNAISSANCE OF SIX SELECTED TRIBUTARIES
Introduction
The following section presents a water quality analysis
of six selected tributaries in the Connecticut River Basin. The
six watersheds were selected so as to be coincident with the water-
sheds analyzed by the Bureau of Sport Fisheries and Wildlife. They
are: the Deerfield and Westfield Rivers in Massachusetts, the
Ammonoosuc River in New Hampshire, the White and Passumpsic Rivers
in Vermont and Whetstone Brook in Vermont. In order to prevent
repetition, the more thorough descriptions of the watersheds are
presented in the section prepared by the Bureau of Sport Fisheries
and Wildlife. The Environmental Protection Agency will limit its
coverage to a general description and a water quality reconnaissance.
The station numbers indicated on the graphs and the
accompanying maps are the same stations and numbers used by the
states in their water quality sampling. The numbers in many cases
are not consecutive due to the elimination of the station,
obsolescence of the data, or the situation of the sampling point
on some secondary stream of the tributary being discussed. Any
significant effects that these secondary streams may have on the
tributary's water quality will be pointed out in the discussion.
The analyses are based on open water or warm weather
conditions, since the data used was collected primarily during the
spring, summer, and early fall months. These sampling periods,
although restricted by time, are taken during the interval which
often exerts the greatest stress on a waterway.
Measures of Water Pollution*
The term "water pollution" has acquired many connotations.
Literally, the word pollute means "render impure"; thus, in this
sense, any water containing matter other than its chemical con-
stituent of two parts hydrogen to one part oxygen would be considered
polluted. Such "pure" water; however, is never found in natural
bodies; the ecological balance in a waterbody is dependent on the
presence of other materials. In this report, water pollution refers
to a condition which is in a contravention of the Water Quality
Standards. Pollution degrades the physical, chemical, and
*NOTE: Taken from the report prepared by the Water Quality Section,
Division of Water Pollution Control, Massachusetts Water
Resources Commission, Westfield River Study.
75
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bacterial quality of a waterbody and can make it unsightly,
malodorous, and a health hazard. Under such conditions, its
use is sharply limited. Pollution occurs mainly through the
discharge of wastes from homes and industries. The various
types of pollution are: (1) oxygen-demanding, such as
originates from domestic sewage and certain industrial wastes,
(2) toxic materials as in some industrial wastes, (3) radio-
active, (4) thermal, (5) bacterial, (6) oil, (7) physical and
aesthetic unattractiveness. Stormwater runoff from both urban
and rural areas can also add pollutants to a waterbody.
The extent of pollution in a particular waterbody is
determined by measuring certain chemical and biological con-
stituents and properties. Chemical constituents, such as
dissolved oxygen, phosphates, and metals, are generally measured
in milligrams per liter (mg/1); since the unit weight of water
is 1.0 grams per milliliter, milligrams per liter are roughly
equivalent to parts per million for a solution which is mostly
water.
Dissolved Oxygen (P.O.) refers to the uncombined oxygen
in water which is available to aquatic life. Since this oxygen
is consumed more rapidly in the decomposition of wastes, the D.O.
gives an instantaneous picture of the condition of a waterbody.
Time of day and temperature of the water are important in inter-
preting D.O. levels. Temperature affects the amount of oxygen
which water can contain. Time of day is related to the effects
of algae. Algae consume oxygen through respiration throughout
the day and night. During daylight hours, they add oxygen through
photosynthesis. D.O. levels are therefore generally highest
during the afternoon and lowest before sunrise.
Biochemical Oxygen Demand (BOD) measures the amount of
oxygen required by bacteria to decompose organic matter. The BOD
is gradually exerted, consisting of two stages. In the first stage,
carbonaceous matter is stabilized while nitrogenous substances are
broken down in the second stage. The second stage (nitrification)
usually begins after seven days. The ultimate, or total, BOD from
both stages may require an incubation period of 30 days or more.
Through recurrent use, the 5 day BOD has become the standard test
used in water quality analysis.
Chemical Oxygen Demand (COD) refers to the amount of oxygen
required to chemically oxidize waste material. Since some of the
organic matter in a waste can not be decomposed by microorganisms
but can be broken down by chemical oxidation, the COD is generally
greater than the BOD. The COD is especially useful in analyzing a
waste that contains a great deal of non-biodegradable matter.
76
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Total Solids measures all solids in water including sus-
pended and dissolved, organic and inorganic. They are measured
by evaporating the water from a sample of known volume and weigh-
ing the residue remaining. The residue then can be ignited in a
laboratory furnace to determine the organic portion. The loss on
ignition is considered organic and the remaining residue, known
as fixed solids, is considered to be inorganic.
Suspended Solids are those which can be removed by passing
the water through a filter. The remaining solids are called dis-
solved solids. Suspended solids provide a good measure of the
efficiency of a sewage treatment plant; primary treatment should
remove about 50 percent of the suspended solids while secondary
treatment should remove about 90 percent.
^oliform Bacteria are found in abundance in the intestinal
tract of warm-blooded animals. They are not harmful in themselves,
but their presence indicates that pathogenic bacteria also may be
present. Since they can be detected by relatively simple test
procedures, coliforms are used to indicate the extent of bacterial
pollution from sewage. Bacterial tests usually measure the fecal
coliforms and the total coliforms. Fecal coliforms make up about
90 percent of the coliforms discharged in fecal matter. Non-fecal
coliforms may originate in soil, grain, or decaying vegetation.
The rate of destruction or removal of coliforms from water and
sewage is substantially parallel to that of pathogenic bacteria.
pH measures the hydrogen ion concentration on an inverse
logarithmic scale ranging from 0 to 14. pH values under 7 indicate
more hydrogen ions and therefore more acidic solution; pH values
over 7 indicate less hydrogen ions and therefore more alkaline
solutions. A pH of 7 indicates a neutral solution. Alkalinity is
a quantitative measure of the alkaline materials present while
acidity is a quantitative measure of acidic materials.
Nutrients are compounds which act as fertilizers for
aquatic organisms. Small amounts are necessary to the ecological
balance of a waterbody, but excessive amounts can upset the
balance by causing excessive growths of algae and other aquatic
plants. Sewage discharged to a waterbody usually contains large
amounts of carbon, nitrogen, and phosphorus; all considered to be
nutrients. The concentration of carbonaceous matter is reflected
in the BOD test. Additional tests are run to determine the con-
centration of nitrogen and phosphorus.
Phosphorus appears in waterbodies in combined forms known
as ortho- and poly-phosphates and organic phosphorus. The majority
of the phosphorus contained in domestic sewage and industrial wastes
77
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comes from detergents. Additional phosphorus may enter a water-
body in agricultural runoff where fertilizers are used.
Nitrogen in the form of organic nitrogen decomposes into
ammonia nitrogen, nitrite nitrogen and nitrate nitrogen. Since
each decomposition reaction is dependent on the preceding one,
the progress of decomposition can be determined in terms of the
relative amounts of these four forms of nitrogen.
Ammonia Nitrogen is present in sewage and is also generated
from the decomposition of organic nitrogen. It can also be formed
when nitrites and nitrates are reduced. Ammonia is particularly
important since it has high oxygen and chemical demands and is also
toxic to fish.
Nitrite Nitrogen is the oxidation product of ammonia. It
has a fairly low oxygen demand and is rapidly converted to nitrate.
The presence of nitrite nitrogen usually indicates that active
decomposition is taking place.
Nitrate Nitrogen is important since it is the end product
in the aerobic decomposition of nitrogenous matter. Nitrogen in
this form is readily available to plants.
Turbidity is the measure of the clarity of a water sample.
It is expressed in Jackson Standard Units which are related to the
scattering and absorption of light by the water sample.
Color is determined by visual comparison of a sample with
known concentrations of colored solutions and is expressed in
standard units of color. Certain waste discharges may turn water
to colors which cannot be defined by this method; in such cases,
the color is expressed qualitatively rather than numerically.
Specific Conductance yields a measure of a water sample's
capacity to convey an electric current. It is dependent on tempera-
ture and the concentration of ionized substances in the water.
Distilled water exhibits specific conductance of 0.5 to 2.0 micromhos
per centimeter while natural waters show values from 50 to 500
micromhos per centimeter.
Alkalinity in a water is a measure of its capacity to
neutralize acids. The alkalinity of natural waters is due primarily
to the salts of weak acids, although weak or strong bases may also
contribute. Bicarbonates represent the major form of alkalinity,
since they are formed in considerable amounts from the action of
carbon dioxide upon basic materials in the soil.
78
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Under certain conditions, natural waters may contain
appreciable amounts of carbonate and hydroxide alkalinity. This
condition is particularly true in surface waters where algae are
flourishing. ' The algae remove carbon dioxide, free and combined,
from the water to such an extent that pH values of 9 to 10 are
often obtained. The alkalinity in natural waters is caused by
three major classes of materials; hydroxides, carbonates, and
bicarbonates. The alkalinity of a water has little sanitary
significance but highly alkaline waters are usually unpalatable.
Sudden increases in alkalinity often indicate algae blooms, a change
in geology or introduction of chemically treated waters. High con-
centrations of alkalinity, hardness and sulfates cause additional
water quality problems which often require specific treatment be-
fore the water can be economically used.
Temperature changes often induce secondary effects in a
waterbody. Higher temperatures mean lower dissolved oxygen concen-
trations. Temperature changes induce ecological disruptions if the
change is significant. The subject of thermal pollution is presently
a controversial issue between ecologists and industrialists.
The above parameters are measured in most water quality
surveys. Other constitutents such as metals or radioactivity are
measured in areas when particular problems are known to exist.
Microscopic examinations are conducted on most surveys to measure
the amount of algae and other microorganisms present. Additional
samples of the river bottom are usually collected in order to
determine the types of deposits present. Decomposition of organic
suspended matter which settles to the bottom will exert an oxygen
demand on the water.
Two types of samples are collected for analysis: grab and
composite. A grab sample is an instantaneous sample collected to
show conditions at a particular time. Composite samples are
collected over a period of time at specific intervals, giving a
better picture of the overall water quality situation for the time
covered.
Due to the limited amount of available analagous data, the
tributaries are discussed primarily in terms of six parameters;
BOD, DO temperature, coliforms, solids, and alkalinity. When
other parameters become important and some data is available on the
river in question, the parameter will be discussed in the narrative
portion of the reconnaissance.
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7.1 The Westfield River Basin
From the Berkshire Hills to the Connecticut River, the
Westfield River Basin covers an area of 517 square miles. Much
of this area is mountainous, and therefore sparsely populated.
Most of the basin's population is concentrated in the south-
eastern corner in the municipalities of Agawam, Holyoke, Westfield,
and West Springfield. Total population of the basin is about
100,000.
The Westfield River begins in Savoy at a point over
2,000 feet above sea level. Flowing southeast, the river falls
1,000 feet in the first 14 miles. It is joined in Huntington by
the Middle and West Branches. The slope of the river gradually
decreases below this point as it nears the flood plain of the
Connecticut River. In Westfield, the river is joined by the
Little River. Since there is another tributary stream in Huntington
with the same name; this one is referred to as the Westfield Little
River.
After leaving Westfield, the river forms the town line be-
tween West Springfield and Agawam for ten miles before joining the
Connecticut River. Three dams are located in this reach. A USGS
gage is located 8.4 miles above the mouth of Westfield. Average
flow here is 929 cubic feet per second while the seven day, 1-in-
10 year low flow is 99 cfs.
The Middle Branch of the Westfield River begins in the
Town of Peru and flows 18 miles to join the Main Branch 27.7 miles
above its mouth. This stream falls 1,250 feet in its course.
Average flow at the Huntington USGS gage (0.4 miles above the mouth
of the Middle Branch) is 102 cfs. Average flow in the Main Branch
at the gage located two miles above the confluence is 317 cfs.
In Becket, the West Branch of the Westfield River is formed
by the confluence of Depot and Yokum Brooks. This branch flows
17.5 miles through Becket, Middlefield, and Chester, falling 840 feet
before joining the Main Branch in Huntington, 25.5 miles above its
mouth. At the USGS gage in Huntington, 1.5 miles above the confluence
with the Main Branch, the average flow is 181 cfs. This branch is
parallelled closely for much of its length by U.S. Route 20, which
also follows the Main Branch from the confluence of the two to West
Springfield. Most of the older roads in this part of the state were
built along rivers as these were the easiest routes between the
mountains.
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The Westfield Little River begins at the outlet to
Cobble Mountain Reservoir in Blandford. This reservoir provides
water for the City of Springfield. From the outlet, the river
flows 13 miles through Russell and Westfield to join the Westfield
River.
Major industries in the basin include the manufacture of
paper and abrasives. The three villages in the Town of Russell
are each built around a paper mill. Other mills are located in
Westfield and West Springfield. Abrasives manufacture takes
place in Chester, along the West Branch, and in Westfield. These
are "wet" industries and result in waste discharges to the rivers.
Recreation is becoming increasingly important to the
economy of the region. As the nearby Springfield Metropolitan
Area grows, more and more people look to the Westfield Valley for
camping, fishing, boating, and swimming. Water Resources are,
therefore, vitally important to the area.
The water quality data used for this reconnaissance was
collected in the Summer of 1965 by the Massachusetts Department of
Public Health, as part of a major study of the Connecticut River
Basin. All of the data obtained from surveys on the Westfield
River will be used in the development of a mathematical model for
the Westfield River, which will provide the basis for the Final
Basin Plan for the control of water pollution in the Westfield
River Basin.
Map 7.1 shows the sampling stations used for this survey.
It also indicates the water quality classifications established
for the Westfield River Basin. With one exception, the entire
river basin is classified either A or B, the exception being a C
classification on the lower portion of the Little River.
Graphs 7.1 (a-f) indicate the changes in selected water
quality parameters as one travels up the Main, Middle and West
Branches of the Westfield River. Dissolved oxygen appears to be
above the limits of 5 mg/1 established for the A and B classifica-
tions except immediately below the confluence of the Little River.
The lower dissolved oxygen indicates the influence of the pollution
load carried by the Little River. Temperature varies 8°C during
the River survey, but this can be explained primarily by the fact
that some stations were sampled only during June and this would
account for the lower temperatures recorded. Alkalinity within
the basin appeared to be fairly constant. There was some increase
after Station 11 which accounts for the increased industrial dis-
charges in the greater West Springfield area and the influence of
the Little River which enters the Westfield between Stations 16
83
-------
oo
c
Q)
00
o
U)
01
Station Numbers
18 17C 17B 17A
figure 7.la
WESTFIELD RIVER
Dissolved Oxygen
Q- July, 1965
Sept., 1965
Sampling Dates
River Miles
84
-------
0)
I-l
c,
£
0)
H
Station Numbers
30.C
25.C
20.C
15.C'
10.C
18 17C 17B _ 17A _ 17
11 10
8 7
—i i
53
1
Sampling Dates
June, 1965
--O-- July, 1965
• •©• • Sept., 1965
Middle Branch
figure 7.lb
WESTFIELD RIVER
Temperature °C
West Branch
10
15
20
25
30
35
River Miles
85
-------
Station Numbers
18 17C 17B
17 1611 10
8 7
5 3
30.0
25.0
00
8
20.0
15.0
figure 7.1c
WESTFIELD RIVER
Alkalinity mg/1
0 5
River Miles
To"
Sampling Dates
June, 1965
- July, 1965
' 1965
Point on
Middle Branch
Ul
T)
O
C/3
T3
OJ
T3
0)
Q.
CO
3
t/3
O
H
Station Numbers
18 17C 17B
17A 17 16
11
20
1C
8 7
5 3
25
T 1 1 1 1 1 I—
figure 7. Id
/ \ Suspended Solids
/ V
\
\
\
\
Sampling Dates
A
__£) July, 1965
..VTL.. Sept., 1965
0
River Miles
10
15
20
25
30
86
-------
Station Numbers
18
17C 17B
17A 17 16 11 10
8 7
5321
7.C
6.C
I \
Sampling Dates
June, 1965
__A._ July, 1965
....£>.. Sept., 1965
figure 7.1e
WESTFIELD RIVER
BOD
00
Q
O
i.o-
0
River Miles
87
-------
Station Numbers
18 17C 17B 17A
17 1611 10
8 7
5 3 2
10'
figure 7.If
WESTFIELD RIVER
Coliforms
c
rt
a)
o
•H
|J f-H
u e
a)
6 O
•o o
Q) ,-H
O ~~
o
o
10
10
10'
10J
10
Sampling Dates
June, 1965
July, 1965
Middle Branch
,0'
0 5
River Miles
10
15
20
25
30
35
88
-------
and 17. Alkalinity measurements in the lower Little River
were 10-15 mg/1 greater than those measured in the upper Main
Branch of the Westfield above Station 11. The suspended
solids concentration shows a significant peak at Station 17B.
The concentration although not very high, does indicate the
influence of urbanization and industrialization in this reach
of the river.
The three peaks indicated in the BOD graph might indicate
the presence of particular nearby discharges. The peak at Station
17C indicates the effects of the urbanized area of West Springfield.
The peak at Station 16 could indicate the effects of the Westfield,
Massachusetts' sewage treatment plant and the series of stormwater
outfalls present in the town. The peak at Station 9 could indicate
the effects of the Strathmore Paper Company, the Woronoco treatment
plant, and other industries recorded by BSFW* and in Appendix D of
the Comprehensive Report. In all instances, the parameters not only
show the effects of local discharges, but also carry residual loads
from further upstream discharges.
In all sampling stations on the Westfield River, except
at Station 1, 4, 5 and 7, class B standards are violated in respect
to coliform counts. Stations 16 though 18 had tremendous coliform
counts indicating the effects of the urban development in Westfield,
Agawam and West Springfield. These coliform concentrations reflect
influxes of domestic effluent and urban runoff. By 1977, the
adopted classification standards will have to be met through the
installation of advanced waste treatment.
On the whole, the Westfield River appears to have a rela-
tively good water quality. Hopefully, with advanced treatment
practices, the class C portion of the Little River will be upgraded.
7.2 The Deerfield River Basin
The Deerfield River begins in southwestern Vermont and flows
in a generally southward direction, entering Massachusetts at the
Rowe-Monroe town line. It flows southwest to the Town of Florida,
then turns east through Savoy, Charlemont, and Buckland to Shelburne.
There it turns southeast, flowing through Conway to Deerfield where
it turns northeast, joining the Connecticut River at the Deerfield-
Greenfield town line. Major tributaries include the Green and North
Rivers which begin in Vermont and join the Deerfield in Greenfield
and Shelburne, respectively.
*Bureau of Sport Fisheries and Wildlife; new U.S. Fish and Wildlife
Service
89
-------
The Deerfield drains an area of 664 square miles
(424,960 acres) of which about 380 are in Massachusetts. The
Massachusetts portion contains an estimated population of
32,500. The total length of the river is 73 miles of which 46
miles is in Massachusetts. Average flow at the USGS gage in
West Deerfield for the period from 1940 to 1957 was 1,221 cubic
feet per second. The seven day low flow with a ten-year
frequency for this gage is 110 cfs.
A nuclear power plant located just below the state line
in Rowe uses the Deerfield for cooling water. A paper company
in Monroe and a steel products manufacturer discharge industrial
wastes into the Deerfield. Domestic sewage from the Towns of
Monroe, Charlemont, and Deerfield enter the Deerfield while wastes
from Colrain, Shelburne, and Buckland are discharged to the North
River. Another tributary of the Deerfield - the South River -
receives wastes from the Towns of Ashfield and Conway. A private
institution discharges domestic wastes to the Deerfield in the
Town of Deerfield. The Town of Greenfield operates a sewage
treatment plant which provides primary treatment. The plant
effluent is discharged to the Green River, half a mile above its
confluence with the Deerfield.
The State of Massachusetts performed a sampling survey on
those portions of the Deerfield and its tributaries within its
boundaries in 1965. The existing data on the Vermont sections of
the Deerfield and its tributaries is of 1950's vintage and for the
purpose of this section, is considered obsolete. Map 7.2 shows
the location of the Deerfield River sampling stations used in the
reconnaissance.
Graphs 7.2 (a-f) show how selected parameter values change
as one travels up the tributary. The average flow during the
study was about 500 cfs.
According to the graphs, dissolved oxygen remained well
above the class B limits of 5 mg/1 at all points sampled on the
Deerfield. Coliform counts, however, violated class B standards
at all sampling stations except 11 and 12. Sharp increases in
BOD, alkalinity, suspended solids and coliforms occurred after
Station 15. This is due primarily to the influence of the Green
River.
There are only four sections of the Deerfield River Basin
in Massachusetts that are classified other than B. These sections
indicated on the map, are the lower portion of the Deerfield after
the confluence of the Green River, the lower portion of the Green
River, the lower portion of the North River, and a section of the
90
-------
PAGE NOT
AVAILABLE
DIGITALLY
-------
Station Numbers
22
16
—i—
15
—i—
14
—i—
13
12
11
10.0
9.0
oo
0
O
0
5.0
figure 7.2a
DEERFIELD RIVER
Dissolved Oxygen
.0- . .
Sampling Dates
• ; 7/20-7/21/1965
0 '• 7/22-7/23/1965
8/17/1965
8/19-8/20/1965
05
River Miles
10
15
—i—
20
25
30
35
40
45
-------
Station Numbers
22
16
15
13
12
11
o
o
O
u
10"
. O--.
10
10-
..•O'
..-o
figure 7.2b
DEERFIELD RIVER
Coliforms mg/1
-o-
Sampling Dates
7/20-7/21/1965
7/22-7/23/1965
8/17/1965
8/19-8/20/1965
10
15
20
25
30
35
River Miles
-------
Station Numbers
22
16
15
14 13
12
11
3.0
2.5
2.0
00
o
§ 1-5
l.C
figure 7.2c
DEERFIELD RIVER
mg/1
o-
•o
Sampling Dates
7/20-7/21/1965
7/22-7/23/1965
8/17/1965
8/19-8/20/1965
15
20
25
30
35
River Miles
-------
Station Numbers
22
16
15
13
12
11
—r
30.0
25.0
20.0
E
X
< 15.0
10.0
5.0
Sampling Dates
7/20-7/21/1965
7/22-7/23/1965
8/17/1965
8/19-8/20/1965
figure 7.2d
DEERFIELD RIVER
Alkalinity mg/1
o
0 5
River Miles
10
15
20
25
30
35
40
45
-------
Station Numbers
figure 7.2e
DEERFIELD RIVER
Total Suspended Solids
mg/1
-O- 7/22-7/23/1965
8/17/1965
8/19-8/20/1965
1
River Miles
-------
Station Numbers
22
16
-I—
15
13
12
11
25.0
20.0
01
o.
E
ID
15.0
10.0
5.0
•o-
Sampling Dates
7/20-7/21/1965
7/22-7/23/1965
8/17/1965
8/19-8/20/1965
figure 7.?f
DEERFIELD RIVER
Temperature °C
o
0 5
River MLles
10
15
20
25
30
35
45
-------
PAGE NOT
AVAILABLE
DIGITALLY
-------
Deerfield near Monroe. These lower classifications are due to
discharges occurring in these areas. The Greenfield River Treat-
ment plant mentioned earlier discharges 3.2 MGD of domestic
primary effluent to the Green River; the Deerfield Glassine
Company, the paper company at Monroe, releases 4.6 MGD of effluent
at Monroe Bridge, and the North River is subject to .85 MGD of
textile effluent from the Kendall Fibre Products Division Treatment
Plant. These major discharges plus the others mentioned in
Appendix D" of the Comprehensive Study and the Bureau of Sport
Fisheries and Wildlife Section all combine to tax the stream's
natural assimilative capacity.
Data recorded on the North River and Green River indicate
that effluent discharges are severly taxing the streams'-waste
carrying capacity. Samples taken on the North River indicate
significantly higher concentrations of BOD, suspended solids, COD,
and alkalinity were found. However, the dissolved oxygen concentra-
tions were much lower than those found on the Deerfield. The pH
value recorded at the station on the North River was the highest
recorded in the survey being 9.25, while the overall average for
the entire tributary system was around 7.0. The North River
sampling station also recorded the highest levels of BOD, COD
and alkalinity. The Green River exhibited high concentrations in
BOD, suspended solids, COD, coliforms and alkalinity with the
concentrations of suspended solids and coliforms being the highest
recorded for the entire tributary system. The Green River also
recorded the lowest average dissolved oxygen concentrations with
the minimum concentration being less than 1 mg/1.
Finally, map 7.2 indicates the Vermont classifications
for those portions of the Green, North and Deerfield Rivers in the
State of Vermont. However, there is no recent data available to
explain the classifications.
With the standards' compliance goal in 1977, it is expected
that many of the reaches now in violation of their classifications
will be upgraded to meet presently proposed standards.
7.3 The Whetstone Brook Basin
Whetstone Brook is a small tributary entering the Connecticut
River at the Town of Brattleboro, Vermont. It originates above
Hidden Lake in Marlboro, Vermont and flows 11 miles to its confluence
with the Connecticut. The watershed covers 28 square miles of 17,900
acres. Whetstone Brook has three main tributaries entering it;
Halladay Brook, Ames Hill Brook, and the stream coming from the
Pleasant Valley Reservoir. There are two small dams in Brattleboro.
The flow for the Whetstone varies with elevation. At 1,330 feet
the flow is 3 cfs; at 540 feet it is 5 cfs; and in Halladay Brook at
680 feet the flow is estimated to be 8 cfs.
101
-------
Station Numbers
10.(
7.5
5.0
2.5
figure 7.3a
WHETSTONE BROOK
Dissolved Oxygen
«••
-------
Station Numbers
oo
6
Q
o
PQ
5.0
4.0
3.0
2.0
1.0
figure 7.3b
WHETSTONE BROOK
BOD
Sampling Dates
7/16/1962
—O-- 7/23/1962
..,£>... 7/25/1962
o i.o
River Miles
2.0
3.0
4.0
5.0
6.0
103
-------
Station Numbers
oo
g
240
220
200 -
180 -
160 -
140 -
120 -
100 -
80 -
60 -
40
20
Saiapling Dates
7/16/1962
7/23/1962
7/25/1962
figure 7.3c
WHETSTONE BROOK
Total Solids
0 1.0
River Miles
2.0
3.0
4.0
5.0
6.0
104
-------
Station Numbers
to
•o
o
oo
0)
T3
0)
a
co
D
c/o
10.0 •
9.0 i
8.0 •
7.0
Sampling Dates
7/16/1962
• 7/23/1962
7/25/1962
figure 7.3d
WHETSTONE BROOK
Suspended Solids
0 1.0
River Miles
2.0
3.0
4.0
5.0
105
-------
Station Numbers
(fl
M
... 7/25/1962
0 1.0
River Miles
2.0
3.0
4.0
5.0
6.0
106
-------
Station Numbers
o
14-1
•H
i—I
O
u
10
10-
10
10
figure 7.3f
WHETSTONE BROOK
MPN Coliforms
0 1.0
River Miles
2.0
3.0
--O--
Sampling Dates
7/16/1962
7/23/1962
7/25/1962
4.0
5.0
6.0
107
-------
The Whetstone supplies no significant floodwater con-
tribution to the Connecticut River. However, its mountain
stream flashflood character does pose localized flood problems
for the Town of Brattleboro.
The State of Vermont has only four sampling stations
on the Whetstone. These are indicated on Map 7.3 Graphs 7.3 (a-f)
indicate the changes in water quality as one moves from the populous
areas of Brattleboro and West Brattleboro to the western mountainous
areas.
The dissolved oxygen concentration for Whetstone Brook
was always above the class A, Type I limit set by the State of
Vermont. This limit requires 7 mg,/l D.O. near spawning areas.
This is significant because the Whetstone is considered to have
a high potential value as a trout stream.
The BOD is very low in the rural areas of the stream, but
the effects of Brattleboro are illustrated by the significant
increase in BOD at Station 1. The total and suspended solids con-
centrations vary and little correlation can be observed. Temperature
is fairly constant, but the coliform concentrations generally
exhibit lower concentrations at Station 4 with significantly higher
concentrations closer to Station 1. The discrepancies in the July 25th
sampling are not readily explainable. In no case does the coliform
count meet the class B standards since greater than 500 coliforms
per 100 ml is exceeded at every station sampled at least once.
Only at Station 4 is the possibility of meeting class C standards
possible, and this depends on what percentage of the coliforms
measured is fecal.
The Whetstone offers a good example of the effect that
population centers can have on streams. Significant differences
in most of the parameters can be noted between the upstream stations
and those stations occurring after West Brattleboro. The high con-
centrations in coliform MPN along the entire river can be due to
animal; i.e., cattle contamination or contamination from houses
and trailer parks along the brook. However, a significant increase
in coliform concentration does occur after passage through West
Brattleboro.
The significant rise occurring after West Brattleboro in
BOD, solids, coliforms and turbidity (not shown) indicates the
presence of a significant effluent discharge at West Brattleboro.
Since there is no treatment plant or major industries in West
Brattleboro, it is assumed that this may be an untreated domestic
discharge. With the enforcement of the 1972 Amendments, it is
expected that this peak will be significantly reduced.
108
-------
The entire Whetstone Brook is presently classified B
standard except in the Pleasant Valley Reservoir which is
classified A. By 1977, all standards will have to be met.
This means that a treatment plant may be required at West
Brattleboro. However, Vermont standards require that a stretch
of river below any treatment plant discharge be reclassified as
C, to allow a bacterial safety zone, whenever a treatment plant
is established.
7.4 The White River Basin
The White River, with a drainage area of about 712 square
miles all in Vermont, rises on the northeast slope of Battell
Mountain in the Town of Ripton, Vermont, and flows east five miles
to Granville, then south 19 miles through Hancock and Rochester
to Stockbridge where it turns and follows a northeasterly course
nine miles to Bethel. It then flows easterly seven miles to
South Royalton and finally southeasterly 18 miles through the
villages of Sharon and Hartford, to its confluence with the
Connecticut River at White River Junction, Vermont. This river
has a total length of about 58 miles, and a total fall of about
2,170 feet oi: which 1,600 feet are in its upper nine miles. The
three principal tributaries of the White River are the First,
Second and Third Branches, which are described below:
(1) The First Branch rises in the southwestern part of
the Town of Washington and flows in a southerly direction for a
distance of 21 miles to its confluence with the White River at
South Royalton. It has a total fall of about 880 feet and a
drainage area of 103 square miles.
(2) The Second Branch rises above Staples Pond in the
Town of Williamstown and flows southerly 25 miles to its mouth at
the White River at North Royalton. It has a total fall of about
430 feet and a drainage area of 73 square miles.
(3) The Third Branch rises in Roxbury and flows in a
southeasterly direction about 26 miles to join the White River at
Bethel. It has a drainage area of 136 miles and a total fall of
about 470 feet.
Map 7.4 indicates some of the sampling points established
by Vermont and used to develop a water quality reconnaissance.
As of July, 1971, all waters of the White River were
classified B. However, under the new standards revisions, any
water immediately below a treatment plant will be reclassified C
for a sufficient length to provide a bacterial safety zone for
public health.
109
-------
Graphs 7.4 (a-d) illustrate the trends exhibited in
several water quality parameters as one travels up the mainstem.
The information regarding the parameters was synthesized from
the data taken on the White River in 1964.
The dissolved oxygen profile of the White River at all
points measured was always above 7.0 mg/1. This DO level meets
the specifications established for a Type I water which sustains
natural populations of brook trout, salmon, rainbow trout, and
brown trout. The depressions at Stations 2, 3, 17 and 33 indicate
the possible presence of some discharges which place a demand on
the streams dissolved oxygen. Stations 2 and 3 show the effect
of West Hartford. The depression at Station 17 could indicate
the effects of the domestic wastes from Bethel and the depression
at Station 33 could show the effects of the wood waste effluent
entering the river around Granville. In spite of these waste load
demands, the dissolved oxygen concentration always remained
about 7.0, as was previously noted.
Upon examining the BOD profile for the White River, one
finds a minimal BOD. However, in most instances, the peaks in the
BOD curve generally coincide with the depressions in the DO curve.
The high concentration of dissolved oxygen along with the minimal
influence of the BOD suggests a high rate of reaeration. This is
affirmed by the numerous stretches of white water in the White
River. The same effects are exhibited in the Passumpsic River and
Whetstone Brook.
The alkalinity concentrations, although not applied or
illustrated, exhibit a very interesting trend. Prior to the main-
stem's confluence with the Third Branch, the alkalinity appears to
be relatively stable at low concentrations. With the contributions
of higher alkaline waters from the three main branches, the
alkalinity profile trends upward reflecting the effects of the
three branches' contributions. The mainstem of the White River
after the confluences of the three branches tends to stabilize at
a higher concentration, thus reflecting the influence of the
tributaries. The reason for these high alkalinity contributions
is primarily due to geologic terrain. The three branches flow from
a region underlain by some metamorphosed limestone deposits prin-
cipally in the Waits River formation. This would account for the
higher alkalinity concentrations. The presence of metamorphosed
limestone or marble and the leaching effects of the tributaries
is also indicated by the high calcium ion concentrations recorded
for the tributaries by the State of Vermont.
The temperature profile for the White River exhibits a
natural trend. The high elevated headwaters are colder than the
110
-------
PAGE NOT
AVAILABLE
DIGITALLY
-------
Stat ion /lumbers
10.
3.C
It, 15 16 17 20A
7.
6.
5.
Q
figure 7.4a
WHITE RIVER
Dissolved Oxygen
--0--
Sampling Dates
6/29-7/1/1964
7/6-7/10/1964
7/13/-7/17/1964
7/20-7/22/1964
0 5
River Miles
10
15
20
25
30
35
40
45
50
55
-------
Station Numbers
12 34
14 15
16
17 20A
—I
20
23
25 29 30
32 33 34
3.0
2.5
2.0
1.5
1.0
figure 7.4b
WHITE RIVER
BOD mg/1
--0-.
—©—
••••©•-
Sampling Dates
6/29-7/1/1964
7/6-7/10/1964
7/13-7/17/1964
7/20-7/22/1964
A
.5
* \
. • • ->'0
....-o----'-^
\ .
« .
» .
-0-0'
'^O
0 5
River Miles
10
15
20
25
30
35
—r~
40
45
50
55
-------
Station Numbers
3 4
7 8
14 15 16
-I 1 T
17 20A
20
23
25 29 30
32 33 34
30
25
0)
U
3
J->
to
o.
OJ
H
20
15
10
.0° Q....-O-... /-
figure 7.4c
WHITE RIVER
Temperature °C
-€>- —
-0-
Sampling Dates
6/29-7/1/64
7/6-7/10/1964
7/13-7/17/1964
7/20-7/22/1964
0 5
River Miles
10
—I—
15
20
25
30
35
40
45
50
55
-------
Station Numbers
1 2
14
15
16
17
20A
20
23
—i—
24
25 29
30
32 33
10J
10
10J
o
u
10'
figure 7.4d
WHITE RIVER
Coliforms MPI!
Sampling Dates
6/29-7/1/1964
7/6-7/10/1964
7/13-7/17/1964
7/20-7/22/1964
-0-1
10
15
50
Mllos
-------
Table 7.4-1
Data on Three Eranches of the White River
SAMPLE STATION
First Branch
1-1
Second Branch
2-1
Third Branch
3-1
RIVER MILES ABOVE
INTERSECTION WITH
WHITE RIVER DATE
.5 6/29
7/6
7/13
7/20
1.0 6/29
7/6
7/13
7/20
.5 6/29
7/6
7/13
7/20
PARAMETERS MEASURED
SAMPLED
- 7/1/64
- 10/64
- 17/64 •
- 22/64
- 7/1/64
- 10/64
- 17/64
- 22/64
- 7/1/64
- 10/64
- 17/64
- 22/64
DISSOLVED
OXYGEN me/1
9.15
9.60
8.95
8.60
8.95
9.40
8.75
7.60
8.80
9.50
BOD
ng/1
.9
1.0
5.7
.7
.95
.6
.75
1.95
1.3
0.75
TEMP.
°C
24.0
21.0
20.0
23.0
21.0
22.0
21.0
23.4
20.8
21.2
COLIFORMS
KPN
1,000
4,000
43,000
200
900
800
17,000
19,000
16,000
-------
water in the lower reaches of the river. The temperature profile
exhibits a rising trend as one proceeds from the headwaters to
the confluence.
The coliform profile shows sporadic fluctuations which coin-
cide in most cases with town locations and hence town discharges.
Station 1 indicates the presence of municipal wastes from Hartford
and White River Junction. The generally high concentrations of
coliforms shows the influence of domestic wastes from West Hartford,
Sharon, South Royalton, Royalton, North Royalton, Bethel and
Rochester. The sharp decrease present after Station 20 indicates
the absence of any nearby upstream developments. The effects of
discharges from Rochester are felt through Station 29. The
effects of the wood wastes and other discharges from Granville
are experienced at Station 33. Other than the local peak at
Station 33, the coliform trend seems to decline above the Town of
Rochester.
Table 7.4-1 indicates the data gathered for the three
branches of the White River. The high number of coliforms reported
on the First, Second and Third Branches were due to discharges from
the Towns of Chelsea and Tunbridge, East Randolph and Randolph, and
Bethel, respectively.
At the present time, most of the sample stations record
concentrations greater than 1000/100 ml and, hence, fail to meet
even C-coliform standards. This is due to the general absence of
treatment plants on the White River System, with the exception of
the Town of Randolph on the Third Branch, which limits its treat-
ment to primary and chlorination. However, there are treatment plants
presently proposed and under construction. With the installation of
these plants and the commitment to the 1977 treatment deadlines,
these coliform counts should decline.
7.5 The Ammonoosuc River Basin
The Ammonoosuc River rises in the Lake of the Clouds on
the western slope of Mount Washington in Sargents Purchase, New
Hampshire, and flows in a westerly direction for about 21 miles
to Bethlehem Junction, then northwesterly and westerly 13 miles to
Littleton, and then southwesterly 22 miles, through Lisbon and Bath,
to its confluence with the Connecticut River at Woodsville, New
Hampshire. It has a drainage area of 402 square miles, all in New
Hampshire, and a total fall of 4,560 feet in its length of 56 miles.
Two important tributaries of the Ammonoosuc River are the Gale and
the Wild Ammonoosuc Rivers. The Gale River is formed by the conflu'-
ence of the North and South Branches of the Gale River in the Town
of Bethlehem and flows in a general westerly direction 13 miles to
118
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join the Amnonoosuc River at Barrett. This tributary has a
drainage area of 91 square miles and a total fall of about
653 feet. The Wild Amnonoosuc River originates at Beaver Pond
in Woodstock and flows northwesterly about 15 miles to its
mouth at the Ammonoosuc River at Bath. It has a drainage area
of 58 square miles and a total fall of 1,380 feet.
The State of New Hampshire has classified the Ammonoosuc
River as class B with some upper portions of its tributaries
being class A. Map 7.5 illustrates the classifications adopted
and also, indicates the state sampling locations which were used
for the water quality reconnaissance.
Due to the lack of any recent surveys done on the
Ammonoosuc, the data used for the reconnaissance had to be com-
piled from the data taken on the river in 1966. Graphs 7.5 (a-d)
indicate what data was available for the survey. On the whole,
the information was limited to only a few parameters and it is
recognized that a more updated sampling program with more consider-
ation being given to other parameters would definitely enhance
a water quality sketch of the basin.
Four principle parameters were analyzed; dissolved oxygen,
temperature, pH, and coliforms. The lowest dissolved oxygen con-
centration observed was 6.4 which resulted in 70% saturation
reading at Station 3. This was the lowest value recorded and the
dissolved oxygen concentration violated the class B standards.
Accordingly, the saturation limit is not to be less than 75%.
Saturation levels between 70% and 75% were recorded occasionally
at Stations 1 and 5, also.
The general decline in temperature recorded as one travels
up the Ammonoosuc, indicates the transition from a larger river to
a mountain stream. The lower temperature in the headwaters is
indicative of the higher elevations and the lower ambient air
temperatures where the river originates.
The pH displays a peculiar peak around 15 to 25 miles
above the Connecticut River confluence. However, this peak is a
result of old data and the condition no longer exists. The effects
of the now abandoned portion of the Littleton Treatment Plant are
recorded in this peak. Prior to 1968, the Littleton Treatment
Plan handled separately the tanning wastes from a local plant. The
treatment requires raising the pH to neutralize the acidic effluent
usually associated with tanning wastes. Since the time of sampling,
the tanning process has ceased and that part of the plant has been
abandoned. The plant now releases only domestic wastes at a pH
around 7.1. The pH of the river is now within the normal range.
121
-------
10.5.-
10.0
9.5
9.0
Station Numbers 13
T S 7 9 10 ii^''* \ 14 15 161718 20 21 22 23 2425 26 27 29
- — . . — • • 1 — i 0 (T)\ 1 1 — n — i i 1 1 1 n 1 1 i
7.1
6.5
6.C
5.C
--0--
Sampling Dates
8/1/1966
8/3-8/5/1966
8/19-8/24/1966
figure 7.5a
AMMONOOSUC RIVER
Dissolved Oxygen
0 5
River Miles
10
15
20
25
30
35
45
50
-------
V)
a;
0)
O£>
^_1 <1J
ro 0
w 0)
at
DL
HI
H
Station Numbers
3 5
9 10 11 13 14 15161718
20 21
22
23
2425 26 27
29
25
20
15
10
figure 7.5b
AMMONOOSUC RIVER
Temperature
Sampling Dates
8/1/1966
8/3-8/5/1966
8/19-8/24/1966
10
15
20
25
30
35
—i-
45
50
River Miles
-------
Station Numbers
35 7
15 17
9 10 1.1 13 14 . L.6. . 8
21 22
•.25
-2£-
9.0'
8.5
8.0
7.5
7.0
6.5
6.0
5.5
5.0
©--
Sampling Dates
8/1/1966
8/3-8/5/1966
8/19-8/24/1966
—r-
30
figure 7.5c
AMMONOOSUC RIVER
PH
0 5
River Miles
10
15
20
25
35
AO
45
50
-------
Station Numbers
1 3 5 7 9 10 11 £ J? 15161718 20 21 22 23 2425 26 27 29
105
10*
10
1^1 , . , ypf ~\ ' " '
'\ // \ \
i\ // \\
i \ Q p • ® \ y?
^ iX^i / / ^
'•• ''hi 1 \
• I t ^^ f L
1 1 « »\ / A
i • « '' V/ /&\
o — 4>< a v |j ^-f\ f^l
^^^^-^ ^ / L /
?^~ ^—^ ; / te—o /
/ \ /
i / \ /
\ /
Sampling Dates \ /
r H
•— -^ P / 1 / n A d
^^^^ Of I/ J.7OO
--.Q 8/3-8/5/1966
•— O— 8/19-8/24/1966
figure 7.5d
AMMONOOSUC RIVER
ColiEorms
MPN/100 ml
5 f
/
^^\__^*^
0 5
River Miles
10
15
20
25
30
35
50
-------
The coliform concentrations exceed class B standards at
all stations except Station 25. The high coliform concentrations
are indicative of the lack of treatment at Bethlehem, Lisbon, etc.
With the exception of Littleton, which has only primary treatment,
there is no other significant treatment of wastes in this area.
However, with the new amendments and guidelines, there are treat-
ment plants designed and being constructed in some of these other
towns.
It is noted that the higher coliform concentrations
recorded upstream are attributed to a local resort hotel which has
a subsurface disposal system that leaches into the river.
7.6 The Passumpsic River Basin
The Passumpsic River is formed by the confluence of its
east and west branches in the Town of Lyndon, Vermont, and flows
in a southwesterly direction to Lyndonville. From this point, it
follows a southerly course through St. Johnsbury and Passumpsic to
its confluence with the Connecticut River at East Barnet. The
mainstem has a total length of approximately 23 miles, a total fall
of about 230 feet, and a drainage area of 507 square miles, all in
Vermont. The Moose River, the Passumpsic's main tributary, rises in
the Town of East Haven and flows in a southerly direction to
Concord and then westerly to its confluence with the Passumpsic
River at St. Johnsbury, Vermont, a total distance of about 25 miles.
It drains an area of 127 square miles and has a total fall of about
1230 feet, of which 770 feet are in its upper 14 miles. The West
Branch of the Passumpsic drains an additional 66 square miles and
adds an additional 16 miles in length, while the East Branch drains
an additional 80 square miles and adds an additional 18 miles in
length. The West Branch falls about 1500 feet and the East Branch
falls about 1400 feet.
Map 7.6 indicates the sampling points established by Vermont
and used to develop a water quality reconnaissance of the Passumpsic
River Basin. As of July 1, 1971, all waters of the Passumpsic River
were classified B. However, under the new standards revisions, any
water immediately below a treatment plant will be reclassified C
for a sufficient length to provide a bacterial safety zone for
public health.
Graphs 7.6(a-g) illustrate the trends exhibited in several
water quality parameters as one travels up the mainstem. The
information regarding the parameters was synthesized from the data
taken on the Passumpsic during 1961.
126
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PAGE NOT
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DIGITALLY
-------
Station Numbers
12 A
10.
12
15 15A 16
9.5
9.0
00
e
c
a)
00
I- X1
NjO
VO
>
I—I
o
as
•H
a
8.C -
7.5
©
.( -
figure 7.6a
PASSUMPSIC RIVER
Dissolved Oxygen
Sampling Dates
6/20-6/22/1961
6/28-6/29/1961
7/1/1961
8/18/1961
©
0 2.5
River Miles
5.0
7.5
10.0
12.5
15.0
17.5
20.0
22.5
-------
Station Numbers
12
16
3.0
Q
O
03
2.0
1.0
figure 7.6b
PASSUMPSIC RIVER
BOD mg/1
Sampling Dates
6/20-6/22/1961
6/28-6/29/1961
7/7/1961
8/18/1961
2100 rag/1
3 13.8 mg/1
\
o-..
r—
17.5
o
River Miles
2.5
5.0
7.5
10.0
12.5
15.0
20.0
22.5
-------
Station Numbers
250
12
15
15A
16
g,
CO
•o
o
CO
o
H
200
150
100
50
Sampling Date
6/20-6/22/1961
figure 7.6c
PAS SUMPS1C RIVER
Total Solids
0 2.5
River Miles
5.0
7.5
10.0
12.5
15.0
17.5
20.0
22.5
-------
Station Numbers
1 2
12
15
15A
16
00
a
CO
o
in
4)
1
o.
CO
3
to
100
80
60
40
20
Sampling Date
6/21-6/22/1961
figure 7.6d
PASSUMPSIC RIVER
Suspended Solids
0 2.5
River Miles
—I—
5.0
7.5
10.0
12.5
15.0
17.5
20.0
22.5
-------
Station Numbers
12
15
15A
16
1001""1 r
80
60
40
20
figure 7.6e
PASSUMPSIC RIVER
Alkalinity mg/1
Sampling Date
6/20-6/22/1961
—I—
2.5
5.0
7.5
10.0
12.5
15.0
17.5
20.0
22.5
River Miles
-------
Station Numbers
1 2
20.0
o
3
0)
ex
19.0 -
18.0 -
17.0
16.0
15.0
14.0
13.0
12.0
11.0
10.0
6
r
12
1515A 16
figure 7.6f
PASSUMPSIC RIVER
Temperature °C
*24°C
•©'
Sampling Dates
6/20/1961
6/28/1961
7/7/1961
7/18/1961
0 2.5
River Miles
5.0
7.5
10.0
12.5
15.0
17.5
20.0
22.5
-------
Station Numbers
105
10'
E
O
3 10:
LO2
10
figure 7.6g
PASSUMPSIC RIVER
Coliforms MPN
Sampling Dates
6/20-G/22/1961
6/28-6/29/L961
7/7/1961
8/18/1961
Uivcr Miles
5.0
7.'5
TTF
'. 5
20.0
-------
The dissolved oxygen at all points measured on the main-
stem was above 7.0 except at Station 15a where a value of 6.7 ppm
was recorded. 7.0 complies with the specifications established
for Type I water which sustains natural populations of brook trout,
salmon, rainbow trout and brown trout. The two significant depres-
sions in the DO curve between Stations 5 and 6 and at 15a show the
effects of discharges from St. Johnsbury and Lyndonville. Sample
15a, for example, was taken at a sewer outfall from the Lyndonville
Cooperative Creamery (subsequently closed).
The BOD curve illustrates more graphically, the effects of
discharges from St. Johnsbury, the Sleepers River and Lyndonville.
Station 6 located just below St. Johnsbury shows a rise in the BOD.
The BOD is generally assimilated by the stream and remains low,
however. Stations 15 and 15a show the high BOD load discharged to
the Passumpsic at Lyndonville. It is not until Station 12, about
2.5 miles downstream and above Lyndon, that the BOD load from
Lyndonville is effectively assimilated. This is indicated by the
lower BOD concentration values at Stations 7, 8, 12 and 16.
Total solids concentration remains relatively constant but
the suspended solids shows a sharp rise again at Station 15.
The alkalinity peak at Station 6 shows the influence of
the Sleepers River. The alkalinity recorded in the Sleepers River
was relatively high. This might be a consequence of the previous
discharges along the river. Since this data was recorded, the
sanitary discharges on the Sleepers River have been eliminated.
The alkalinity concentrations seem to rise slightly, as the river
passes through the more developed areas.
The temperature profile is generally constant as the river
flows to the lower elevations away from the headwaters. The one
anomaly occurs around Station 15a. This is probably due to elevated
temperatures of wash of other wastewaters discharged from the
creamery.
The coliform MPN shows several peaks. These peaks occur
at the stations around Lyndonville and below St. Johnsbury. The
Sleepers River also contributes coliforms to Station 6 and below.
The only treatment plant previously in operation was located at
St. Johnsbury. This plant was destroyed by the summer floods in
1973. However, with the elimination of most sanitary discharges
on the Sleepers River, with the installation of treatment plants
already planned, and with the closing of the creamery, these concen-
trations will decline. In no case during the sampling period did
these stations meet the presently established B standards for coli-
forms (and possibly not even C standards) , but compliance with the
1972 Amendments should be responsible for the elimination of this
situation.
136
-------
GLOSSARY
Buffering capacity - a measure of a solution's resistance to
changes in pH values when acids or bases are added to or formed
within the solution. The resistance is provided by substances
in the solution called buffers.
Correlation coefficient - the co-variance of 2 parameters divided
by the square root of the product of the 2 parameters' variances.
Epilimnion - the upper layer of warm water in a thermally stratified
lake, containing more oxygen than the lower layers.
Euphotic zone - the upper most portion of a body of water into which
light enters to a degree sufficient for photosynthesis and the
consequent growth of plants.
Eutrophication - "nutrient enrichment" - a natural aging process
which involves an increase in the biologic productivity of a body
of water as a result of nurtient enrichment from natural sources.
Man's influence has accelerated the process by allowing excessive
amounts of nutrients to enter an aquatic ecosystem. This is known
as "cultural eutrophication."
Heterotrophic activity - the activity of organisms who obtain food
from organic material only. These organisms are unable to use
inorganic matter to form proteins and carbohydrates.
Hypolimnion - the lower-most non-circulating layer of cold water in
a thermally stratified lake, usually deficient in oxygen.
Pedology - the scientific study of soils.
Regression coefficient - the slope of the regression line.
Thermocline - a layer of water between the warmer, surface zone and
the colder, deep-water zone in a thermally stratified body of water,
in which the temperature decreases rapidly with depth, usually at
least 1°C with each meter of increased depth. Also referred to as
the metalimnion.
Trophogenic - of or relating to or being the upper level of a lake
in which inorganic matter is converted to organic matter through
photosynthetic activity.
Tropholytic - of or relating to or being the deeper part of a lake
in which dissimilation of organic matter tends to predominate.
137
-------
Preface to Appendix A,B.
Discussion of Flow Regressions Performed for Connecticut
River Supplemental Study
These water quality analyses were undertaken as part of the broader
Connecticut River Supplemental Study. In particular, consideration was
given to the available water quality data at 3 monitoring stations along
the Connecticut (namely Wilder, Northfield and Enfield), with the primary
purpose being to determine whether there is any relationship between flow
and various water quality parameters, and to characterize such relation-
ships that may exist.
With this goal in mind, it is clear that any dealings with the data
must be of an exploratory nature. The investigations attempt to uncover
patterns in certain parameters at particular flow levels, as well as pre-
senting a means for comparing patterns among flow levels, among parameters,
among stations, and describing any interactions between these factors.
More specifically, all available flow data along with all water
quality measurements made in a given time period at these stations was
compiled in two parts: one for the low flow period of July-September and
the other for the high flow period of March-May. The data for each
station within each flow category (i.e. high or low) was then further
subcategorized by flow — the main criteria for subdivision being that
each group include sufficient data for analyses.
The object then, was to provide some means of summarizing the
various relationships between each flow group and each parameter for which
there was sufficient data available. For this purpose a linear regression
analysis was performed ifl each possible case with flow being the independent
variable and the various water quality indicators being the dependent
variables.
The output is in the following order:
Parameter 1 Parameter 2 Parameter 3
Enfield High Flow Group 1 Group 1 etc.
"2 "2
"3 "3
11 4 "4
"5 "5
Low Flow "6 "6
"7 "7
11 8 "8
Northfield High Flow " 9 etc.
" 10
" U
11 12
Low Flow ii 13
14
11 15
A-B-1
-------
The total number of analyses performed is as follows:
Enfield 5 high flow groups
3 low flow groups
Sufficient data in all 12 parameters in all 8 groups - total of 96.
Northfield 4 high flow groups
3 low flow groups
Sufficient data in all 12 parameters in all 7 groups - total of 8A.
Wilder 2 high flow groups
2 low flow groups
Much missing data - thus allowing only approximately 1/2 the otherwise
possible number of analyses.
It is now possible to determine which of the pairs of flow and
parameter exhibit a significant linear relationship. Once this is completed,
one can investigate whether the significant relationships are unique to a
particular flow region, a particular station, some parameter, or some
interaction of these. In addition, the type of relationship in each case
is characterized by the given regression equation so that it is possible to
determine whether the type of relationships are the same for any noted
pattern of significant results, i.e., direct or inverse and how strong
the relationship as measured by the slope (or correlation coefficient) of
the fitted line.
NOTE: During analysis, the only changes made in the original data was
editing (1) to prepare data for HMD* package program and (2) to reorder
the data points so the regressions were printed in the desired order.
*BMD program - Biomedical Programs edited by W.J. Dixon, University of
California Publications and Automatic Computations No. 2. University of
California Press, Berkeley, 1971.
A-B-2
-------
TABLE OF GROUP NUMBER CODES
Group 1
2
3 High flow groups
4 (In decreasing order)
5 ] Enfield
3
7 Low flow groups
(decreasing flow order)
Group
Group
9
10
11
12
13
14
15
16
17
High
Low
High
flows
Northfield
flows
flows
Wilder
Low flows
NOTE: High flow and low flow groups are subcategorized by flow
level, in decreasing order.
PARAMETER CODES
Parameter
1 Temperature o^-.
2 DO mg/1
3 BOD "
4 COD "
5 pH -
6 alkalinity mg/1
7 solids "
8 NH3-N2 "
9 phosphates "
10 hardness
11 sulfates
12 chlorides "
The analyses were also performed in Ib/day (except for
temperature and pH). The results as expected are some-
what different, as the transformation from concentrations
to loadings induces an artificial relation with flow.
A-B-3
-------
Interpretation of Computer Outputs
This discussion is intended as an aid in interpreting the submitted
computer outputs.
In each case, one fits the linear regression model Yi. = <*+>*£+®£.
(where the errors are assumed independently and normally distributed)
and one is given the regression equation i = ax+b
Where 'b1 is the estimated value of the intercept;
'a' is the estimated value of the slope or regression
coefficient; and one predicts values of the parameter (Y)
simply by plugging values of flow (X) into the equation.
Other summary statistics included in the computer output are the
X and Y means and the correlation coefficient for X and Y.
One is interested in the significance of the linear relationship
between X and Y, as measured by the correlation coefficient, or nearly
equivalently the regression coefficient. In either case, one tests the
hypothesis Ho: B=0 (population regression coefficient = 0. which generally
indicates that population correlation coefficient = 0, which in turn
indicates no linear relationship between the 2 parameters). If based on the
appropriate test statistic, one can reject this hypothesis (with rf iow
probability c< that one is falsely rejecting this hypothesis - i.e.
it is actually true) then there is exhibited a significant relationship.
The appropriate test statistic is 'F' - compare F value of computer
output with the table values for the appropriate degrees of freedom
and reject hypothesis Ho if F observed is greater than F table.
Analysis and Results
The status (significance or non-significance) of the various
regressions were determined in accordance with the F test just described.
The results are summarized in tabular form for both clarity and visual
appeal. (See Table P-I)
In particular, let
'0' represent no significant relationship - i.e.
any observed correlation is attributable to random
variation.
'!' represent significant direct relationship (i.e. positive slope)
'2' represent significant inverse relationship (i.e. negative slope)
The tests were computed at the .05 level of significance. That is,
if the analysis were repeated 100 times, then 5 of the 100 times we would
falsely Claim significance. In fact, in performing approximately 200
analyses, approximately 10 claims of significance can expect to be false.
A-B-4
-------
TABLE P-I
Group
Parameter
mg/1
"1
2
3
4
5
6
7
8
9
10
11
12
Enfield Northfield Wilder
High flow Low flow
12345
20000
10000
00000
00000
00000
20002
00001
00000
00000
2 0.' 000
00000
00000
678
000
000
022
002
000
200
201
000
000
220
002
000
High flow Low flow
9 10 11 12
0000
0020
1200
0010
0 1 0 00
0012
0 0 ''0 0
0000
0000
0000
0000
0 00 0 0
13 14 15
000
000
000
000
000
000
000
000
000
000
000
000
Hicrh flow Low flow
16 17
-
-
-
-
0
0 1
0 0
n *
-
0 0
0 0
0 0
18 19
-
-
-
-
-
0 0
0 0
-
-
0 0
1 0
0 0
'-' represents insufficient data for analysis
'O1 represents no significant relationship between flow and parameter
'!' direct relationship - positive correlation
'2' inverse relationship - negative correlation
- .05
-------
In light of this, Table P-I indicates that one must conclude,
based on the data, that there cannot be claimed any real relationships
between flow and the parameters, and no real trends in any station or
flow group.
It is worth pointing out that the data has been compiled from many
sources and that therefore "real" relations may be obscured by poor data.
Thus a correlation of say -.4 which is not significant, may well be
significant if the inappropriate data points were eliminated or more
data was added to the existing body of information.
On the other hand, statistical significance of a certain claim
need not imply practical importance. In other words, even if the
hypothesis of no relation is rejected in the light of a sample correlation
of -.4, what is the implication of this event?
This question is best handled by considering the square of the
correlation coefficient; r2=.16 in this case. r2 is a measure of the
proportion of variation in a parameter that may be explained by the
parameter's relation to flow.
Clearly the statement that 16% of the variation in BOD is related
to flow and 84% is related to other factors cannot be of much benefit in
practice.
The next step in the analysis is to pool the data in the sub-
categories of low flow and of high flow at each station for each parameter.
The purpose of this is to determine whether there is any relation that
might have been obscured by lack of information in the subgroup, which might
appear in the major category. For instance, if the subgroups relate in
any one of the following manners, then the relationship in the total
group could be significant whereas most of the subgroup relations are not.
(a) Group 1 (c) v
Group 2 "~
Group 3 ' ~
Group 4
Group 5
(b) _ (d)\ if non-significant
x mild trend obtains
N in several groups
v then overall trend
be significant.
\
i.e. in (a), (b), (c) there may be no strong relations within groups, but the
trend between groups may be strong enough to produce overall linear significance.
A-B-6
-------
The results of this pooled analysis appear in Table P-II. It
is worth noting that a correlation of -.4 which was not significant in
the subgroups is now significant, as the mass of pooled data is
sufficient evidence for claiming that the trend is not attributable to
random variation.
Nevertheless, the significant relations are weak, the
correlations mild, and the results must be considered from a practical
point of view. In other words, the significant correlations are
generally between I.3J and 1.5J (most often between -.3 and -.5) which
indicates that from 10% to 25% of variation of the parameters is ex-
plained by variation in flow. At best, based on the present data one
may say that under low flow and high flow,the concentrations generally
have an inverse linear relationship to flow, which is most dramatic
at Enfield during low flow. However, neither group at any station
is of much use for predicting parameter concentrations under certain
flow conditions, as the variables are never very highly correlated, and
so most of the variation in the parameters must be due to other factors.
k-B-7
-------
TABLE P-II Relationships Determined by Linear Regression
Analysis for Concentrations
Parameter
Temperature
Dissolved Oxygen
BOD
COD
PH
Alkalinity
Solids
NH3-N2
Phosphates
Hardness
Sulf ates
Chlorides
ENFIELD
High Flow Low Flow
of =.10
2 r =-.-22
o< =.01
1 r =.51
c< =.025
2 r = -;32
0
0
c<=.01
2 r —.74
0
0
oC =.05
2 r =-.28
oC =.01
2 r =-.80
0
2?=^9
0
0
«C .01
2 r =-.5?
«<. =.UI
2 r = -.46
0
of. =.01
2 r =-,41
<* =.05
2 r =-.33
-------
APPENDIX A
Linear Regressions Comparing
Stream Flow to Concentrations
for Various Parameters
-------
PLOT or oysEK/to
to vALots.
-U.OOO 6.000 12.000 18.000 2 «
nsoo.ooo
U P
P JO
0 P U
P y
9 P o
- o o P o
OP 0
P U
0 • P
0 0 PPO
P 0
POO
0 P
00 P
0 ^
00 0 P
000 P
—00-- P
0 P
00
oo
D-pprnirTFO Y
36000.000
aesoo.ooo
21000.000
13500.000
6000.000
ts.oon— *.ooo 12.000 . la.ooo 2*1.000
-3.^00 J.OUO 9.000 lb.000 21.000
SCALE EXTflv)S «VO* -•».bn?0 TU 2S.SOf;0
Y - T&TERATURE ("O
-------
PLOT OF OBSERVED AND PREUldtD VALUES.
18.000 21.000 24.000 27.000 30.000
t6-.5flO IViSOtf 22.bOO fcS.500 28.500
....+....«....»....»....»....»....»....*....»....»....«....»....»....*....»....»....»....*....»....•.
• 2*000.OOfr-* » 25000.000
._..BFIELD-U3WFLOW
• THfEROTUPE o p *
22500.000 * . » 22500.000
... 58
-------
PLOT or OBSEKVED AND PWEDICIEO VALUES.
7.000 *.000 ll.OUO 13.000 15.000
6.0t»f> — BiOOtJ - 10.000 12.000 14,000
73500.900
.000
ENFIELD - HIGH FLOW
DISSOLVED
CONCENTRATION
35862. 58065
. INTE°CEPT (» VALUE)...—
5R500.000 *
-'. CORRELATION C0£f...... 0.50669
SlOOn.OOO » VALUE
20.72432
.001
3*000.000 »-
.000
21000.000
13500.000
0 P
P
PH O
J . P
0 P
0 P
P O
O PP
P 0
0 KP
0
0- 00 P
000 f
0 POO
ooo PP
0 PK 0
00 P 00
P 0 0
0 PP 0
6000.000
,-f-^f, -V.OOO ll.OCO . 13.000 15..000
b.OOO lO.yOO 12.000 14.000
G'»AP^ SCALF ?
ft. 000
N^S f OH -5.6"00 TO 15.600"
0 P
H
0 P
OP
P. 0 0
P 0
) P
' 0
0
0
0 0
0
0
0
o
0
0
73500.000
66000.000
58500.000
51000.000
43500.000
36000.000
28500.000
21000.000
13500.000
6000.000
Y - DISSOLVED OXYGES (n«/l)
-------
PLOT OF oesEKVEo AND PREDICTED VALUES.
01
3.750 5.250
25000.000 •- pjFjpi f) _ mij PfiJ
• DISSOUO OXVGEN p
O^erftrt nnn >. ^WlwCJilRrtl iUll
ccSQQ.QC ,
^_ . .t. . . * .
•XMfAN..... 5861 * 250 00
• *
* COMPEL * T ION CQEF» • . • . • **0« 04*76*" "
17500.000 *
F
-JSOOO.OOO-* 0.04749
0
• GPAPH COOFS
3 IJ^OO.OOO ». 0=03SFRVEO Y
, . PaPSFDICTED Y - . P
H .
P
10000.000-*- . • p
. OOP
7500.000 * OOP
0 00 HO
00 H
. 0 OP
0 OP
2600.000 » p
P
— --- — — ft n t • .-
3v>*o : -&.250
6.750 8.250 9.7
7.500 9.000
o
...
I
0
0
0
0 0
o o
0
0 0
0 O •
0 0
o o o o
00 0
00 • v
00
0
SO
• - 25000.000
22500.000
- 20000.000 —
17500.000
1SOOO.OOO
12500.000
10000.000 •
7500.000
— 5000.000 —
2500.000
o.o -
*.750 8.250 9.7*0
4.500
6<»APH SCALE EXTENDS FHOM ?.3?50 VO - 9.B250
6.000
i - Disso'.m orant
7.SOO
9.000
-------
PLOT OF OBSEHVEO AMO pREOicito VAtuts.
1.500 3.000 4.600 6.000
-Ov?50 — 2.250-- J.750 5.250 6.750
7.500
P 0
73SOO.OOO
66000.000 *
5*500.000 *
OP
BOD
OMHTCATION
p o
XMFAM
YMEAN.....—
INTF.°CEPT (A'VALUE)...
C09«?bATION CO^F
2f>OAO. 65574 .
2.791*0 •
3.3«7f>9 •
-O.JlVll .
73500.000
66000.000
58500.000
>
cr>
51000.000 *
-o- -.— P
43^00.000
OP
3*000.OO1)-* -
2BSOO.OOO *
— O —
21000.000 *
nsoo. oon *
. p
0 BP
0 P
0 0 OPP
1-.Q— 0 P -
0 0 P°
o OP
0 P *
00 P 0
0 H
, 0 - 3 •
o o a
000 P
0 OOP
_ o -— OPP 0
P 0
0 P
0
000
o-
F
VALUE
6.60V27 '
GRAPH COOFS
Y
» 51000.000
43500.000
36000.000
26500.000
6000.00"
21000.000
13500.000
* 6000.000
0.7SO
SCALE-flTFMOS F»OM - - 0.3000 TO T.eOOO
—-3.000 4.SOO • 6.000 7.500
2.250 3.750 S.ZSO 6.750
Y - BOD («8/l)
-------
r
PLOT OF OBSERVED AND PREU1CTEO VALUES.
-1.500 1.500 4.500 7.500
0.000 3.000 6.000
10.500
9.000
25000.OOP—*—
BFIELD - LOW FLOW
BOD
OMBirRsnoN
25000.00ft -
XMEAN.* • • •
SV03.01687
INTERCEPT (A^VALUEI..
CORRELATION COF.F. r. . .
~ s. 72276
- -0.56741
17SOO.OOO »
r. 15000.000 *'
fi
fj _ —
F
VALUE
2B.S6420
Y
i
x
I'SOO.OOO
P 0
10000.000 »—
T^OO.OOO
5000.000 »
?-500.000
OP
HP 0
0 PB
---- o __ o PM
0 Q pp
0 0 H 0 0
• 00 0 P 0
O 0 P 0 U O
00 OfP 0 0
0 H 0 0
0 0 POO 0
0 OP O 0 O
0 0 0 0 P 00
0 0 PP' 0 0
Pf> 0
t> 0
22500.000
20000.000
15000.000
12500.000
10000.000
7500.000
5000.000
2500.000
Orfl
0.0
.bOO
-3.00ft -0.000
SCALE EUTFNDS F*0» 3.1500 TO 11.B500
3.000
6.000
7.500
10.500 --
9.000
T - BOD (•«/!)
-------
PLOT OF OBSERVED AND PREDICTED VALUES.
00
7*5000.000-
67SOO.OOO
i
ftOOOQ.OOO
5?500.000
PN
x 37^00.000
30000*000
??? 00 • 0 00
7*00.000
•
4.000 12.000 20.000 28.000 36.000
•tf.OOO — 8.000 16.000 24.000 32.000
^ ENFIELD - HIGH FLOW * 75000-000
; COD
ONCBirRATIOfl I 6750o.Vo"
P 0 XMFAN 24942. 03390 •
Y«FAN 1-S.2H475
. INTERCEPT < A VALUE! ..V" 16.8VO«S * 60000.000
o
0 0
•0- P C09TLATION CQPP .^'. .'. i~ — -O.llttA'a •
P • 52500.000
F
P 0 • VALUE
0.8)114 ' * 45000.000
0 P
.OP * 37500.000
OP 0
,y PO ' 0
""-,'" ° p ORAfH COOES * 30000.000
0 80
OP * 22500.000
PO 0 0 .
P 0
0 P 0 0
0 tJ U 0 .
0 OHO- » - 15000.000
0 0 P 0 0
HP 0 0 00 .
, . , f\ o /,
0 P 0 • * 7500.000
• •
•
+ 0.0
4-.000 •-— — 12.000 20.000 PH.nnfi tfc.nnn . . —
SCALE eXTF.NOS FKOl S.^OOO TO 30.4000
Y - COD
-------
-0.000
PLOT OF OBSEKVEO INO pwtuicTED VALUES.
20.000
10.000
5*000- lb.000
30.000 40.000
25.005 35.000
215COO.OOO
22*09.000 »
BFIELD - LOW FLOW*
•
OB
cofjcemwrioN •
25ooo.ooo
22500.000
• 20000. ooo~» -'-
17500.000 •
XMFAN
... 20.73607 »- 20000.000
INTERCEPT (A VALUE);.'. 30.37743 •
COR&TLATION COEF..;... -0.46AOS I
17500.000
i
x
F
VALUE
16.J9179
* 15000.000
. 10000.000
7<500.000
0
0
— o
0
00
OP
COOES
Y — -
3 Y •
8=08SFi?vrr5=P9tOTCTEO *
* 12500.000
0
P500.000
PP O O
P o
P P . ...
HP 0
HP 00 0 O 0
PP O 0
*>P 00
PH 0 0 0 0
ft>0 0 o
0 PP 0 0 0
0 PPP o 00
U 0 , 0 Ptj o 0
ttP 0 - 0
PH 0
P 0
« 10000.000
7500.000
* 5000.000
- < •
0 »
2500.000
0.0
•o-.-ooo— 10.000 *o,ooo
SCALE- EXTENDS F«OM ^>»»5(>00 TO - 40.5000
T - COD (ag/1)
35.000
-------
PLOT OF OBSEHVED AND PREDICTED VALUES.
6.A50 6.750 f.OSO
6.600 6.900 7.200
7.350
7.650
7.500
-• . YME&N...;,
73SOO.OOO »
T INTERCEPT
26040.'
- 6.91967
'p
B'FIELD - HIGH FLOW I
PH
6^000.000
". COP°FL»T ION ' COFT • •...
F.
i ----- VALUE
0.90V41
0.123P1
73500.000
66000.000
58500.000 * I
••".• GRAPH COrjF"? . u
P 0 -
P 0
51000*000 * Q=O^SERV£D=pPEr)tCTEO —
_:-. 0: p
> "
| . O * ' m
0 P
P
p °
3M>00. 00*-*- HP 0 0
• O H
-;~ o o
ZB-ioi.ooo « o ° |; . ° .
OP 0
OP 0
• o
•?iooo.ooo »-
• - - ft o u
0 POO
6 0 0
13SOO.OOO » ^ o Pp 0
: ~ ~o o o . o P o o
• . o o
— — ^000*^00 *
t, -,5ft fc.T'-f, /.05>0 '-350
» 58500.00
•
•
» 51000.000
•
•
•
• 43500.000
•
•
•
•
* 36000. OOO--
*
•
•
•
* Z8SOO.OOO
•
•
* 2100S.COO
•
• ' '
•
* 13500.000
0 . .
•
6000.000
*
*
7.6SO
fiflAPH SCALf FXTFMOS F->0»+- -ft.l«»bO TO 7.6
-------
6.450
6.750
PLOT OF OBSERVED AND PREDICTED VALUES.
7.050 7.350 7.650
-tr.900 7.200 7.500 - 7.800
Z«5000.000-«
. BFIELD - LOW FLOW
I pH
22500.000
XMEAN
7.950
» 35000.000
22500.000
5861.25000 •
7.
--— - 7.16^7 * 20000.000-
-O.Oiblh .
17500.000
f
VALUE
-J l^OOO.OOO-*
v
o
0.04245
G9APM conrs
, IdlUU.UU'"
X
•
•
10000.000—*
•
o
— -< — • — •••' — -~ • ~ • • "
7500.000 *
_., . --n
- *
•
•
5000.«00~* 0 0--
o
•
o
?500.00" »
•
0
'
-- 0 0
0 • 0
0 0
0 0
o
0
- 0
0
0 P
p
0 P
P . 0
OP 0
P 0
H - O
P 0
P 00
p o
0 P
OHO 0
Pn . .._..-- -- — - 0 - — • —
OP °
0 H 0 0 0
H 0 0
OHO 0
P 0
P 0
17500.000
15000.000
* 12500.00
10000.000
7500.000
5000.000
2500.000
C.O
....«....» * »....*....*—*—*••••*•••;*;:: *•";*!«"**'"*""*"" ?%5o
^c.- —«, 1.T5Q '•— 7.050— —-T.3bO 7.6bO r.»,
**^ 7.20C ' f.SOO »»«00
6.SCO 6.900
SC*LE-EATFN05-FRO* fr.*500 TO V.V500
-------
9.000
-6-OCf> - —12.000
PLOT OF OBSERVED AND PkElHCltO VALUtS.
IS.000 21.000 27.000
18.000 24.000
33.000
AFIELD - HIGH FUN p
'CONCENTRATION
OP
73500.000
X^EA*.
YME4N.
INTERCEPT i»
66000.000
COFF.
5*500.000
F
VALUE
58500.000
'I
H
to
51000.000 «
P O
0 P
0 P
1 3*000.OOP-*
x
P 0
0 P
P 0
0 H
0 P
0 P 0
?A?00.000
0 0
S1000.000
»M GOOFS-
OstHSFPvFn -y
» 43500.000
• 36000.000
Z8500.000
21000.000
» aiooo.ooo
13C5(>0-000
O OPH 0
O CPU 0
0 .0 i-8
o b PH o o
OP a o
PP
6000.000
o
0
* 13500.000
6000.000
y-.fffjV-- -15.000 21.000. 27.000 33.000
12.QUO 18.000 24.000 30.000
6.000
SCALE EXTENDS Ff»0« 5.7«00 TO . 3b.7000
Y - AUCALIHITT (m«/l)
-------
PLOT OF OBSERVED AND PREDICTED VALUES.
"itUOOo" Z*-000 30.000 36.000 42-000
_^Il!! gl-.OOO 27.000 33.000 39.000
*.... * * H™"IU inTniM * 25000.000
2sooo.oon --»— . trritLU - UM ruui ^
—v- -» ALK/oinY
OMBfTRATICfl • " 2250o.00o"
22500.000 * _
* XME»N bbM.?*000 •
31.07313 •
LVALUE... 3*.1«*0' * 20000.000-
' 200.00.0tm~»~-
COR"Fl.ATlON COfF.i
f * 17500.000
17500.000 » _ VALUE
• •
• 12.766U7 •
15000.000
1*5000.000 * - GB4PH CODES
U)
c
" "• olnQcirDiirnsORFnirTrO * 12500.000
1?SOO.OOO * „
x - p0 » 10000.000
10000.000 * .
*~" POO
p ..---.- •-
Q H o • 7500.000
7500.000 * op^0 0
0 • 0 r>H 0 0
0 0 ff O 0 •
uu o o o •
. o MOO - •- -sooo.ooo
-«5000**0«—»— 0 0 PO 0 •
_• o u o P o o •
* 0 0 PP O O 0 •
• o fP O • O - • —••- •-
-.- ° u pB 2500.000
2500.000 * . .
P 0 •
•
0.0
~**>~ . . ^ ..•....»....»....•.. •....»....• ».... *••••*••!;*;:»**
•36.000 - *2»000
15.000 21.000 27.000 33.000 39.000
GRAPH scAtf EXT?NOS"F^>M BAOOO TU *3.sooo
T • JTjrtT.TWTTT (Bf/1)
-------
PLOT OF OBSERVED AND PW£DICltO VALUES.
35.300 45.000 55.000 65.000 75.000 85.000
*flvaOO —~ Sfr.000 •- 60.000 fO.OOO 60.000
; BFIELD- HIGH FLOW
6QOOO.OOO » CQlinc
" :~ OTEOTRATION
•
61500.000. *
—<;- —; tr-
54000.000 »
XMEAN
YMF.4N
INTERCEPT (» VfttUE)..;
COR»FL4T10N
69000.000
225U1.72414 • 61500.000
54000.000
46500.000
F
VALUE.
46500.000
. 24399
I
5 39000.1)00"*-
1 31500.000
x -
PP •
OPP 0
Z4000.000
0
GRAPH COOES
0=ORSFRVF_0 Y
39000.000
• 31SOO.OOO
34000.000
IftSOO.OOO
9000.000
o •
0 0
0
0 P
p
PP
PP O 0
00 0
0
0
16500.000
9000.000
1SOO.OOO *
• 1500.000
-3«5.noO" fcS.OOO 55.000 *b.OOO 75.000 85.000
40.000 50.000 60.000 VO.OOO 80.000
SC»tE EATFrjO'J FPOM 3S.OOOO TO a5.0000
Y - SOLIDS (•«/!)
-------
PLOT OF OBSEKVEO AND PREDICTED VALUES.
40.000 60.000 80.000 100.000 180.000
-30VWO 50.000 70.000 90.000 110.000
25000.000—*
BFIELD - UJW FLOW
SOLIDS
35000.000
32500.000
" —70000.
17500.000
I
15000.000 • —
XMEAN
YMEAN.....
INTERCEPT (A VALUE)... 90.06498
COHRFLATION CO?T ...... -0.3/JV50
•
F
VALUE
4.36262
GRAPH CODES
1?500.000
I
H
10000.000 ••-
7500.000
2500.000 •
P
P
0 P
0 Of
• Of
00 >
0 00 HH O
n
~v -
0 J HP 00 0
0 0 BH 0
OHO 000
00 HP 0
0 PH 0
0 P
22500.000
20000.000
17500.000
15000.000
12500.000
10000.000
7500.000
5000.OOC
2500.000
*- 0.0-
oo.ovo
30.000
WAPH SCALE-EXTFNOS
bO.OOO
«.0000 TO 1*
70.000
_ »
T - SOUK (ng/1)
90.000
100.000
110.000
120.000
-------
T
M
in
PLOT OF 09SEKVED AND PREDICTED VALUES.
-0.1CO 0.100 0.300 0.500 0.700 0.900
— OvO — - 0.200 0.400 0.600 0.800
"I" ENFIELD - HIGH FLOW PO I
73500.000 * NH^- f^ . •
• CONCENTRATION
. 0 .
S6000.000 * YwgANI. . . . . Q«?b6SO *
--—;—• ; INTERCEPT (A VALUE) i..' 0.2si3ft3 •
5R500.000 + 0 P »
F
. — — — — — 0 p VALUE • •
P 0
51000.000 * 1.43941 *
^ - ! - OP . I
^ • GRAPH COH^s
^ 43500.000 » 0=OR
-------
PLOT OF OBSERVED AND PREDICTED VALUES.
0.0 0.400 0.000 1.200 1.600
-Ov?00- 0v 200— 0.600 1.000 1.400
25000.900 •
ENFIELD - LOW FLOW * 25000.000
22500.000 *
20000.000 »
CONCEHTRATICH * 22500.000
•
XMEAN VJ03. 01597
I YMEAN...... 0.<»e<»13 *
•
INTETEPT
-------
PLOT OF OBSEHVEO AND PREDICTED VALUES.
0.100 0.200 0.300 0.400 0.500 0.600
— 0.150 0.250 0.350 0.450 0.550
' p „ BFIELD - HIGH FLOW
PHOSPHATES
73500.000 *
— , — p - Q — •
XMEAN 2Sfolb. 17241
66000. OOb *" YMEAN..... 0.23276
.0 °
50500.000 » P 0
— . --P - 0 - -0
F
P 0
51000.000 » »«O»n
1 . GRAPH COPES
Vl ^ ....
"43500.000 * 0=0*SF*VFn Y
x ' .0 P
• 3««OOO.OPO-»-
.0 PP 0
0 PP
2»SOO.OOO »0 0 PP
»0 -O -- P . .
0 P
OP *
.0 P •
2inoo.ooo * OP
0 P
n p .._...
.0
13500. oon » o P o
O PP 0 0
0 P 0 0 0
Pn
u •
0 P
6000.000--* —
73500.000
66000.000
58500.000
51000.000
43500.000
36000.000
28500.000 •
21000.000
13500.000
6000*000
. . /, -»*A- h.Pftft- : -0.300 - • 0.400 . -• • 0.500- 0.600
0.150 0.250
GRAPH SCALE EXTENDS FROM —O.lnOO TO 0.6000
0.350
Y - PHOSPHATES (mg/1)
0.550
-------
PLOT OF OBSERVED AND PREDICTED VALUtS.
.
-0 150 0.1SO O.^bO 0.750 1.050
• 0 300 —0,000 0.300 0.600 0.900
-2SOOO.OOO--- BFIELD - LOW RIM
: * PHOSPHATES
P 0
. (HKBHRATIOH
2P500.000 »
"f~ XMEAN 5903.01S87
2ocoo".aotr *
F
1750C.OOO » ' VALUE
2b. 30783
• .
^ 1SOOO.OOO *
* • O=OP«;F«*VFT v
P.PPFOTCTF.f) V
10'000 O P (^OSSFRvEOzPftFOTCTFO
x • * .OP
0 P
* PO
inooo.ooo »
• 0 PP 0
o PP o
7SOO.OOO * 0 PPO 0
• o o PB
0 t»P 0 0
O P 0 0
* o -_— o o PP o
-•5000.060- 0 p 0
0 OP 0
0 0 0 B 0 0
.i P 0 00
• p o
?<500.000 * p 0.- -
P 0
—
2SOOO.OOO
22500.000
17500.000
15000.000
12500.000
10000.000
7SOO.OOO
-5000.000 —
2500.000
o.o
-„-•,«« -0.00< 0.300 0.600 O.»00
.
GRAPH SCALE EXTfNOS FROM
J.3750 TO 1.1250
y - PHOSPHATES (fig/1)
-------
PLOT OF OC\=:KVED AND PREDICTED VALUES.
15.000 21.000 27.000 33.000 39.000
-- r?^t>00 —-1S.OOO ~- 24.000 30.000 36.000
.»....»....»....»....«....»....»....»....•>.... ,,..*....*....»....»»..,»....»...,*....»....»....
73500.000
BFIELD - HIGH FLOW .
HARDfESS •
73500.000
66000.000 • -
* 66000.000
NJ
O
snsoo.ooo +
P o
P O-
p
51000.000
0 P
3'•000.00')-*
2«'=00.000
0 0 PP
0 P
0
0
0 0
0 0
0
0 0
0
PP 0
p
H
YMEAN. ..-.-.
25813.00000•
27.5tJ.n3.
INTERCEPT (A VALUE)... 33.4094.7
2JOOO.OOO
nsoo.ooo
F
VALUE
I
100.73453
GRAPH COOTS
0=ORSFPveO V
PP 0
0 PPO
0 P
OP
0 PO 0
MOO
0 0 OPP
0 Pd o
PP 0 0
pp. o 0
PPO •
0
0 0
-6000.000-*-
56500.000
51000.000
43500.000
36000.000
28500.000
21000.000
* 13500.000
6000.000
1?.000 18.000 24.000
SCALF FXTFNDS FwOM 11.7000 TO 41.7000
30.000
9.000
36.000
- HARDUESS (B4/1)
-------
PLOT OF OBSEKVED AND PWED1C1EU VALUES.
?<,.000 ?8.000 32.000 36.000 40.000 44.000
2frvOflO 30.000 - 34.000 38.000 43.000
25000.000
enoooiootr-*--
EJFIELD - LOW FLOW *
2*000.000
22soo.ooo
XMEAN.....
YMEAM. ;..-.-
5903.015H7 •
JH.00000 •
INTe^CEPT 1A-VALOE) ... 41.47»>71 »
,Vi..- -0.54016 •
20000.000
N.
17500.000
•J ISOOO.OOO^*-
u _ _ _*_
1?SOO.OOO
10000.000 » —
0
0
7500.000 *
0 V
F
VALUE
17SOO.OOO
2S.13120
Gf*APH*COOeS . *
0=OaSFHvEO Y'
1SOOO.OOO
t>t>
P 0
P H
0
0 0
0
o
?soo.ooo
o
o
OvO
» 12SOO.OOO
10000.000
0 P 0
o o KB o o
VPP oo o
o - PP o o
PP o o
0 0 O BC 0
PP 0 0 0 0
0 0 PP
8
0 P
P
7SOO.OOO
5000.000
2500.000
0.0-
36.000 40.000 44.000
26.000 30.000 34.000 39.000 42.000
SCALED EXTENDS FWM B4.V)000- TO— 44.0000
T - HARDHESS
-------
PLOT OF OBSEKVEO AND PP.EOIC1ED VALUES.
-1.000 3.000 9.000 lb.000
OvO -6.000 13.000 18.000
21.000
27.000
24.000
; BFIELD - HI9! FLOW
71S00.100 * SULFATES
T COtKBfTRATiai
2S615. 1726-1
13.
P O
. CORRELATION
SRSOO.OOO *
.- - -0.1346?
» 73500.000
66000.000
* 58500.000
-—.- VALUE
S1000.000 » 1.03365 -
M
PO
. GRAPH CODFS
43500.000 * 0=OHSF*VET) Y
i
x
21000.000 » - --0-
ivson.ooo »
0 P
0 P
P
POO
0 P 0
OP
0 OP
0 P 0
0 P
K 0
0 H
0 OHO
0 OP 0
00 P 0
0 PH O
0 'HO U 0
HO 0
_O __ o- H
0 HO
. 000—• *-
S1000.000
• 43500.000
* 36000.000
* 28500.000
21000.000
13500.000
- 6000.000
SCALE
3strt>0 <».000 lb.000 21.000 37.000
O.o 6.000 12.000 18.000 24.000
S -FOO-4 ------ 3.0000 TO 27.0000
Y - SULFATES (ng/l)
-------
I
0.0
6.000
PLOT OF OttSEKVEO AND PP.E'JICltD VALUES.
12.000
.000
19.000 24.000
15.000 21.000 27.000
30.000
22SOO.OOO •
BFIELD - LOW FLOW * 25000-00(
SULFATE3
« 22500.000
YMEAN.....~
INTERCEPT twALUE)... 20.6^92
17500.000
isooo.ooo
"
0
i
x
12500.000 »
F
VALUE
12.13703
GWAPH coirs-
Y
10000.000
7*00.000
0
PO
OP
OH
P
O PP
0 PP
00 PP
O PP
0 I-
20000.000-
17500.000
15000.000
12500.000
* 10000.000
« 7500.000
*>
0 0
U 0
5000.000 *
00
-.« o -
2500.000
— • 5000.000
J » . w
PP 0 0 0 •
M» 0 0 0 0 •
i»p 0 0 0 •
KP° ° ° o 0 ' « 2500.000
p 0
0.0
^112^1^111^^^ "»••••
3.00U V.0
-------
PLOT OF CHSEKVEO AND PREDICT to VALUES.
4.000 8.000- 12.000 16.000 20.000
-f-.-flM 6*000-- 10.000 14.000 18.000
PO
73500.000
XMEAN
66000.000 »
BFIELD - HI3i FLOW :
CHLORIEES I
COtKEIMTICH
i.ooooo •
T.216ft? *
5R500.000
P--O-
0 P
51000.000
INTERCEPT (A V»LL'E>... 8.61142 •
COtiPPLATION CO^F -0.3MS51* «
F
VALUE
10.12V5B
73500.000
66000.000
58500.000
51000.000
*
GRAPH COOPS
»0 « 41500.000
OP
OP
p=pfl?OTCTro v
3«.ooo.ono—••
39500.000 *
21000.000
13500.000
- AOOO.OOO--*
0 PPO
0 P
, P 0
0 HP
0 P
_ U S
OP •
- - 0 - o PP
0 P
OOP 0
0 PO 0
0 0 Pd
n -t o o
0 60
p Q
*
*
•
•
•
•
*•
o • - •• - • • • ••-
0
* 8.000
6.000
TO 21.4000
1
-------
PLOT OF OBSERVED AND PKEUIC1ED VALUES.
7.500 9.000 10.500 12.000 13.500
!».7SO •—».250-- 9.7bO 11.25U 12.7SO
2SOOO.OOO
P
22500.000
" 20000.000-*-
CHLDRIDES
COfKHflWION
22500.000
YMEAN.....--
INTERCEPT (ft VALUE!...
CONFLATION COEP
9.666K7
lO.bSl^S
-Q.37*IS5
20000.000
!
17500.000
isooo.ooo
1?SOO.OOO »•
1
H
10000.000
0
7SOO.OOO
0
o
- 5000.000 »-
0
0
0 PH
0 P
0 PP
o pp
0 PP
0 • PP
0
0
-O
0
0
0
— f—
?soo.ooa »
0
0
0
0
PP O
P y
PP v>
PU
UP
UP
0 P
PP
O H —
O P
0
o
Ov« *-
0
o
0
F
VALUE
9.9t>0oo'o —
".1000
io.sou
9.750
T - CHLORIDES (n«/l)
11.2SO
J2.POO
13.500
12.750
-------
PLOT OF OBSEWVED AND PREDICTED VALUES.
2.000 6.000 10.000 14.000 18.000
— -0-.310— 4-iOOO - 8.000 18.000 16.000
- *7503.OOP . NQRTHFIELD . HIGH FLOW
; TBfERATURE
•
60000.000 »
0 P
• XMEAN
YMF AN
0 P
37500.000 »
30000.000
00 P
0 P
K
0 P
— 0 P
22SOO.OOO
P . 0
H 00
0
15000.000
p
p
00 OPP
0
0 0
(A
17805.Q21S7
7.36275
H.63S74
COET
F
VALUE
1.S436*
G9APH COO^S
67500.000
60000.000
52500.000
45000.000
37500.000
10000.000
32500.000
15000.000
0 0
7500.000 *- --OO-- 00 O 0 PP
000 P
... P 0
TSOO.OOO
0.0 •
0.0
--7500.000- *-
* -7500.000
10.000 • 14.000 18.000
-0.00" 4.000 B.OOO 12.000 16.000
SCALF FXTP'iOS F^OM 0.4«00 TO 19.6000
Y - TEMPERATURE (°C)
-------
to
IB.000
PLOT OF OBSEKVEO AND PUEUICTtO VALUtS.
24.000
21.000
19.500
27.000
30.000
32.500
I NORnFIELD- LDHflJW
qnoo.ooo » TUFERATUFE
1 *
"100.00P *
XWF.AN
YMEAN.....
*015..87500
TflOO.OOP
6ROO.OOO
«5«no.ooo
(A
CORRELATION CO£F....... - -0.0d*9d
VALUE
0 P
-—o —o- P
0 P
P
0 P
0
-G^AOH conrs--
-O^O^SFP.veO- -V-
PsPRfnJCTFO >
,
4800.000 ••"•
•>«00.000
.,_ f\ .
W
0 0
2BOO.OOO
1BOO.OOO
0 0 P 0 O
P 0
P 0
P 0
P
0 P
0 P
P 0
0 00 O
PO
OOP
0 f .
P 0
0 P
OP
——*oo.ooo «
9800.000
8800.000
7800.000
6600.000
5800.000
4800.000
3800.000
2000.000
1800.000
800.000
IftrQOO- — 21.000-- 24.000 — 27.000 - 30.000
16.bOO 19.SOO 22.500 2b.SOO 28.500
G»*PH SCALE EXTENDS F-«OM IS.1500 TO— 30.1500
Y- TEMPERATURE (°C)
-------
s
00
PLOT OF OBSERVED ANO PHEOICTED VALUES.
3.000 6.000 9.000 12.000 15.000
-1-.500 4.500 7.!>00 10.500 . 13.500
* NMFIELD - HIGH RJ3W
'• DISSOLVED OXYGEN
,0000,00
17741. 169W1
•• XMEAN •
. YMEAN
S2500..000-* INTERCEPT (A" VALUE*-.-;-.— - 8.110?!
. COK^FUATIO* COTF...... o.34104
45000.000
F
VALUE
6.75Z50
37500.00ft »
. GRAPH COO€S
30000.000
22*00.000
Y
° P
P
•B
OO
i«;oo9.ooft »
0 0
- HO 0
P 0
PP 0 0 0
P 0
H 0 0 0 0
PP 00
•> 00 0
67500.000
60000.000
• —52500.000-
45000.000
37SOO.OOO
30000.000
22500.000
15000.000
00
— 7500.000 - r 0 -
.
/\
* - | - - M
0 *
00 00 0
00 0
H o
7500.000
0.0 »
• 0.0
LSOT
SCALE EXTENDS F«OM - — 0.-*000 TO 15.9000
6.000 9.000
4.SOO 7.500
-7500.000
12.000 15.000
13.500
T - DISSOLVED OXTCDI (Bg/1)
-------
PLOT OF OBSEHVEO AND PREUlCltO VALUES.
3.000 4.500 b.OOU
— 3r750~- 5.230
7.500
9.000
9800.000
imVFIELD - LOW FUM
DISSOLVED OXYGEN
CONCENTRATION
P o
..; *015.87500
P«00.000 » YMEAN 5.7*375
•
i... —r INTEPCEPT (A-V/>UJ£);;V" — 5.100*5--
7«00.000 »
9800.000
8800.000
7800.000
~ f.POO.000 »
«. '. tf—
VALUE
1.01670 ~-
B
f
I
«
.GRAPH-cooes
I- o^)«»SF<»vef>-y
0 P
p
p
p
- *HOO.OOO
0 0
6800.000
5800.000
* ABOO.OOO
0 0
3BOO.OOO * 0 0
- . o
t\
?«oo.ooo *•-
P
POO
OP
?
f 0 -
P 0
0
0
1*00.000
OP
OH
p
0 t>
PO
3800.000
» 2800.000
1800.000
800.000 -
..*....*....»....»••••*••••*••••* •....* »....»....»
3r««« ^.500 6.000 7.500 9.00
3.7SO 5.250 6.750 8.Z50
K.2SO
SCALE EXTENDS F*OM ?.0?50 TO «.5?50
T - DISSOLVED OXYOE5 (mg/1)
-------
0.0
PLOT OF 08SEKVEO AND PREDICTED VALUtS.
3.000 6.000 9.000
lO.bQO
12.000
; NOFmFIELD - HIGH FLCM
;BCB
47000-ono * ONCENIWION
*
•
•
•'
47000.000 »
37000.000
XMF. AN.....
YMEftM.....
INTERCEPT-t*
COROFL»TIOM
16743.64000
2.67600
TT. 3.46977
OP
0 fl
3.04971
3?000.000
-GW>H-COOE'5-
0 OH
0 P
0 P
i
X
2?000.000
17000.00«- •
1?000.000
7000.000 +
0 P O
OP
0 P
0 P
0 P
00 P
0 P
0 P
-00
PO
B
o
0 0
O
0 gp 0 0
?ooo.ooo
47000.000
42000.000
37000.000
32000.000
27000.000
22000.000
17000.000—
12000.000
7000.000
^
2000.000
0 ,, .
0«*AaH SCALE
-l.SUl) .
NOb F-00
-------
PLOT OF OHSEKVED AND PREDICTeo VALUES.
0.750 2.250 3.750 5.250 6.750 8.250
-rSOO -3.000 1.500 6.000 - 7.500
•jflon.oon *
. 0
''POO.000
7PPO.OQO
O P
"-.ROO.OOO
*
U)
0 0
S.
O
,
x
p
SPOO.OOO * P 0
O - P 0
« P 0
• -o P
0 P
0 00 PP
• 0 P
0
IflOO.OOO * 0
P 0
O _-_
V 0
_ P .___ ... _.
0 P
0 P 0
OP
?»00.000 » P 0
0 0
o o
OH 0
1POO.OPO * 0 . P
--- O ------ P
0 P
NMflELD - LOW FLOW I
BOO
OflCENTRATIGN
* 9800.000
XME&N
INTEPCEPT-(- VALUE>..V 3.135A4 -
•
COEF....... -0.11710 .
F
VALUE
0.64730
GPAPH COOES —
eaoo.ooo
7800.000
6800.000
5800.000
* 4800.000
3800.000
0 .
2800.000
1800.000
000.000
800.000
OT^SO
l.soo
SCALE EXTENDS F*OM • o.7soo TO
3.750
3.000 -*.SOO
Y - BOD (
6.750 6.Z50
6.000 7.500
-------
PLOT OF OBSERVED AND PREDICTED VALUES.
15.000
-^-.500-
30.000
?2.500 37.500
4b.OOO
60.000
75.000
52.500
67.500
*7soo.ooo -- NORIHFIELD - HIGH FLOW
•
• COD
67500.000
.60000.000
XMEAN
1747*. 50000 •
«5?SOO.-000 -•--
4SOOO.OOO
INTERCEPT (A VALUE).
CORRAL4TTON COEF...
?9.0-Wb
-0.073T)
T
37*00.000-*-
0 P
0 P
P
B
F
VALUE
0.27031
GRAPH COOFS
• 30000.000
OO
1
X
23SOO.OOO
"000.000
7SOO.OOO »
0 0 f 0
00 P
O 0 — 0 P
00 P
00 OP
00 0 PP
O P
0 0 K
OP
o o
0.0
• 52500.000
45000.000
37500.000
30000.000
32500.000
» 15000.000
• 7500.000
0.0
• -7500.000
*•— •••»*"»— ::*:::•*—:—"•":;*;:;•*••••* ;;!ooo
30.000 **.000 60.000
75.000
TO 7 f.
jT.iOO S2.bOO 6?.bOO
I - COD (ag/l)
-------
PLOT OF OBSEHVEO AND PREOICItD VALUtS.
20.000 38.000 • 36.000 44.000 52.000
|*.OOP —24.000-- ^33.000 40.000 48.0
NOKI>F IELD - UOW FLOW
COD
QBOC.OOO » O p •
CONCEHTWICN
»
BPOO.OOO ••- «.,,
^MF ^M » , . » *O;jU • co ^ .*£
P 0
INTERCEPT <* VALUE.).,. 25.91H51
• _°_ ;.... . VALUE
* O 0.00680
0 P
scon.coo *
v^ * Q_ . p ., ~o=PPFOTCTFf> Y- • •
ar -* ° «_ *
K "'"°i"T I 0 OB
K 0 • B 0 0
- . - -o-- - P o 0
3BOO.OOO * f 0
: ^o~
.00 P
0 P
?«oo.ooo • -
0 OP
~; o
: o p o
l«no.ooo • o
* 0 P
0 P
POO. 000 •
- "" ^go.000 -28.000 - 36.000 44.000 S2.000
1*.000 X4.000 32.000 - 40.000 4ft.OOO
GRAPH SCALF EXTF.ND* FKOM ' |->.«000 TO Sb.ZOOO Y _ CQD (^i)
9800.000
8800.000
7800.000 *
. . ... ... 4^ .
6800.000
•
S800.000
4800.000
3800.000
2800.000
IftOO.OOO
i
800.000
-------
PLOT OF OBSERVED AND P'^l'I-ClED VALUES.
67*
: *
0 p XMEftM 177«.1.169fll
YMEA^..... 7.0330ft
: o
• F
0.02200
•
0 P
p GRAPH COWS 0
.
0 P
- -Q - p O=O«SPPVET Y
* OP P=P3POICT^O V
p o SY o
,.,,_,,,' T fj 0 0
*.._..-• P O
OP 00
0 P 0
» 0 PP 0 0
0 H ° n
P 00
I /
OOP
— . _rt __ __ /\ -. . - p (i O
0 OP
. - — OP
«
.
»
.
- .
ft.ttOO 7.000 7.200 7.*00 7.600
h.700 ^.VOO 7.100 7.300 7.bOO
FXTtNDS K«OH ' b.bSOl! TO 7.^500
T - pH
"
67500.000
.60000.000
52500.000 •
45000.000
37500.000
30000.000
Z2SOO.OOO
.
15000.000
7500.000
0.0
-7500.000
-------
PLOT OF OBSERVED AND PHEUICUO VALUtS.
6.300 6.600 • 6.900 7.2
• S-TCD bi-ftiO 6.750 7.0bO
~T" rafflFIEU) - LOW FLOW
QOQO 000 * Pil
. XMPftN *015.fl7500
nnOO.OOO * YwrfiN 7.108T3
i TMTFOrFPT (A VatUE >.-.-.~- ~ 7.124?6
0
COOPFL4TION C0rr..... . — -0.0360^
7300.000 *
F
... _. ._.. VALUE
P
•WWO.OOO • 0.059V7
-\ - o - GRAPM CODES - . °
!? •
— i — • oso^smvirn v^
ul S-OO.OOO * PaPPrniCTFO Y^ Q
0 P
1 °
0 .* . Of
~ <.«oo;oo() -« • . o OP
1 • o O*
M ••;•• — • ot» o
• 0
OP o
* P*
• »*
0 P 0
_-..———. 0 y P 0
0 OP
y P 0
• H l 0
1«00.000 • P 0
P 0
P 0
• •
«oo.ooo *
/""» . » « » »....» »....».... *....»
_. fciioa — — 6.600 6.9UO 7»
00 7.SOO
7.350
0
0
0
A
0
0
0
0
/
0
,
--- - ••
9800.000
. _ . . . _^ . •
8800.000
-
7800.000
6800.000
5800.000
4000.000
3800.000
2ttOO.OOO
1800.000
1
800.000
•
T.3SO
.-
G«A»N SCALE FXTKNOS F«»UH • h.U'-»00 10 7.!>900
T-pH
-------
1
PLOT OF OBSERVED AND PHEOICItO VALUES.
14.000 is.OOO 22.000 - 26.000 30.000 34.000
67590.ono » NOKRFIELD'- HIGH FLOW *
' ALKALINITY ;
_ (Wj(jjJTRATICN
*0000.000 *
p 0 • XM£AN..... 17741. IM"! .
I 0 P
4*000.000 * ¥A[UE
•
22.943S6
"« 37500.000 *"
• jf^uj.uuu -0 G»APH COOPS .
.
3 . H OsOrtSFPVFD Y .
, 30000.000 » OP R=o«snflvr^-c»^lTrTFfJ *
" . PO 0
• • - • • OP • •• ' ^ *
' p *
0 HP O
o p o
...,m — - -0 -— o 0 HP O
ISOOO.OOO » J
0 OPPP 0 •
O 0 PP '0 .
o o o I*H o . / •
. . . n kPPO • O • *
T^OOiOOO'* — u
H» 0 0 .
K 0 0 .
0.0 *
•
+
• «»7SOO •000* . * <
•- — 14.00C -' 1H.OOO 2d.OOO 26.000 30.000 34.000
16.000 PO.OOO 2*. 000 ?rt.OOO 3?. 000
G|*APH SCALF. tXTi-'WJS KWOM . 1<».U(>UV lu Jt.UOO')
67SOO.OOO
60000.000
52500.000
45000.000
37500.000
30000.000
22500.000
ISOOO.OOO
7500.000
0.0
1
-7500
.000
T - ALKALIKITY
-------
PLOT OF OBSEKVED AND PREOICItO VALUES.
27 000 ' 33.000 39.000 45.000
1» QUO — - rnrOOT)— • io-nn« 36.000 42.000 " ' - ^
1 fDRWIOJ) - LOW FLOW
7*onYoo..* 37.MS7/
* P 0
~^ .
7800.000 *
'. VALUE
ISBOO.OOO »
pp o r,>?APH COOES
• K
. n - n F 0=0«SF^vrn Y '
.- p 0 Psp^pnici!11) v
o SflOO.O'»0 » 0 HP ° HzOrtSF^vnsP^tniCTPO
§ ° 0
' * • P 0 ^
x ««oo.ooo •» • - _ -OP
.
• o o PP o
P 00
HO 0
TOOO.OOO * 0 u
0
0 I*
• OH
H 0
3*00.000 • . . o f> 0 '
_*. -- 0 OP 0
• 0 PP 0
0 P 0
0 P
IflOO.OOO * . Q P
— • OH
• ..,.-- —
. .OP
woo.oon •
•
' — 21VOOO ~ " 27.000 3J.OW »2.OO<
— •"
9800.000
. - .•• — —
8600.000
'
7800.000
6800.000
4800.000
3800.000
2800.000
I
bOO«000
.
J6.000
Y - ALKALIHITY. (mg/1)
-------
PLOT OF OBSEHVEO AND PMEOICTEO VALUES.
50.000
70.0CO
• 90.000
110.000
130.000
100.000
130.000
::::!!!^r:-^tr:^^^..:..,."-"- •
f,75oo.ooo *cRTHHELD - HIGH FlIW
SOLIDS
60000.000
szsoo.oon *
*sooo.ooo
37500.000 *
•JOOOO.OOO *
Z2500.000"
P 0
p
0 P
0 P
0 P
0 P
-o—
0 0
o o
o o
0 0
o o
P OOO
Or> O
0 00 f 0
. o 0 H8 0 0
O P 00
0 P 0
• 67500.000
60000.000
17741.
VAtUOvfV— - *<>•
VALUE
CODES
52500.000
. 45000.000
37500.000
30000.000
22500.000
• isooo.ooo
7500.000
0.0
0.0
7SOO.OOO »"
- '-'—'-"- 50.000
/.it. omi ho.n
SCALE EXTENDS K»U" .17.0000 TO
HO.OUO •
Y - SOLIDS (ing/l)
100.000
120.000
-7500.000
-------
PLOT OF OBSEKVEO AND pneuicito VALUES.
67.500 82.500 V7.500 112.500 127.500
-60.000 —75.000-- VO.OOO 105.000 120..000
• NORTHFIELD - LOV/FLOW
opoo.oofi • SOLIDS
~* OJKEITOTICN
««00.000
PO
XME»N
YME»N.
VALUE),
-0.13003
7800.000
«00.000
e
4HOO.OOO- •
.POO
0 P
- 0 - - - P 0
P 0
OP 0
0 P
P 0
0 P
0 0 0 PP
O 8 O
_._..... P 0 0
VALUE
0.74108
GRAPH COO^S
O»OHSFRV?I> Y -
P«f>PF.OICT£9 Y
P'O-JSCSVEO^P^POICTEf)
O t»
O P
P 0
2BOO.OOO
1800.000
0
00
OK
V 0 0
H
H U
noo.ooo »
,.,*....*..».»....*..«.*...•••.••*••••*••••*••••*••••*••••*••••*••••*••••*••••*••••*••••*•'•••*••••*;•
.-- --or.sec- K?.SOO w.soo iiz.soo 27.so«
M>.UOO. f».0no VO.OOO lOi.OOO 120.000
0«>AP« SCALE EXTENDS FPUrt 54.0000 TO UH.*-*?'*
T - SOLIDS (ng/l)
9800.000
8800.000
7800.000
6800.000
5800.000
4800.000 - — - - —
3900.000
zaoo.ooo
1800.000
800.000
-------
*,<«0-
PLOT OF OSSEKVEO AND PREDICTED VALUES.
0.100 0.200 0.300
0.150 0.2SO 0.350
O.*00 0.500
. 0.450
4«>000.000
41000.000
3V100.000
31000.000
s
5 ~ -26000.-000
1
21000.001V
1*000.000
11000.000
«.000.000
1000.000
P
OP
—O---P
0 P
0
0
NORTHFIELD - HIGH FLOW
XMF.AN
YMF. AN....i
INTF.PCE°T (« VALUE:) ...
CORPFLATION COFF
F
VALUE
0.12971
*>. 42301
0.1 US*
FO V
46000.000
41000.000
36000.000
31060.000
26000.000
21000.000
16000.000
11000.000
6000.000
1000.000
G9»PH SCALE EXTENDS FWOM 0.0 TO O.bOOO
I - «H -K (•«/!)
-------
o.o
0.040
PLOT OF 09SEKVEO **o PREDICTED VALUES..
0.080 0.120
0.160
0.200
«?so.ooo •
7500.000
- - ftTSOiOOO
*000.000
S?50.010
5
0
§ 4SOO.OOO
1
K
1750.000
1000.000
— .-- ??5<5.000-
1SOO.OOO
750.001
- —
G«A<»M SC*LE t
— friOeo — -0.060 o.ioo 0.1*0 . g.ieo
fORNFIELD - LOW FLOW OP
i% - 1^2
(UlCEfrRATiaJ
XMFAN..... 3341.60000
YMEAN..... 0.068*0
IMTFRCfPT tA V>LUC>... 0.0*316
C099ELATION COfF . . . . r.~ ' O.IV910
F
. P 0
O.S513*
GRAPH COOPS
0=O^^Fpvr,i Y
OiP^FnlCTPO Y
B=0^<5F:?VEr)=0''EOICTEr)
P 0
<
0 P
— •- P (1
P 0
, , ._,. o .- _ . A ... ... .
0 P
p o
P 0
• /
0 P
___ P 0 0
0 P 0
0
\
o ••" P
O P
8250.000
. 7SOO.OOO
6750.000 .
6000.000
5250.000
4500.000
3750.000
3000.000
2250.000
1500.000
750.000
i.n" 0.0*0- O.OBO 0.120 0.160 0.200
Q.OPO O.OISO '0.100 0.140 O.ldO
UENOS F«OM 0.0 TO 0.200O y_ ._.,
-------
JL
(0
PLOT OF OBSERVED AMU PMEUlCltD VALUtS.
0.0
0.100 0.200 0.300 0.400
-UvOSO OilSO 0.2bO 0.350
0.500
0.450
MSOO.OOO * HOKIHFIQJ) . HIGH FUW
"~l PHOSPHKIES
" COWEITR/mCH
40000.000
45000.000
37500.000 •
.0
0
0
30000.000
P
P
0 P
0 ' P~
22500.000 «0
.0
P
P
15000.OOP *0
.0
.0
OP
OP
.0 OP
7500.OOf »0 0 P ——•--
.0 OP
.0 OP
0.0
0
0
o
o
•7SOO.OOO
• 67500.000
XMC*N .....
177*1. 169B1
INTERCEPT -<«-VALUE)
COWFLATION COFF...,
„ 0.10295
..- - 0.10175
F
VALUE
0.&3351
6<»APM COOES
0*01SF*VFO V
P»P»FnlCTFO Y
0
O
*....*....*.•..*....*.•..*.«.*....'
(t.G 0.100
U.OaO 0.150
F.KTCNOS FROM 0.0 TO 0.5000
O.?00
O.^bO
0.300
0.3bO
0.400
O.*bo
.60000.000
52500.000
45000.000
37500.400
30000.000
22500.000
15000.000
7500.000
0.0
• -7SOO.OOO
0.500
X - PHOSPHATES (mg/l)
-------
&
PLOT OF OBSERVED ANO PREUICTED VALUES.
0.^00 1.200 2.000 a. BOO 3.600
•O.fiOO 0.600 1.600 2.400 3.200
I lOmFIELD - LOW FLOW I
oono.ooo * -p o PHOSPHATES
~I oucEmwnon I
. RPOO.OOO •*- - : *
OP
7*00.000 * *
-«— COPP^LATION COCF...... 0.270H9 .
OP F
A800.000 * VALUE »
-0— —p ... ...Q . . . 3.64273 I
OP
• .0 PO •
o 5*00.000 * 0 P •
- . - - 0 P .
§ . P 0
1 >* 0 ^
0 0 ft
I 0 P 0 I
00 P
S^OO.OOft * 0 P 0 . •
0 P
— .-OP - .
OP
>»00.00« • UP- RQAPM COOFS '~ *
BO
OP p»ppForcTFn r
1POO.DOO * OP
PO
PO
P 0
! « I
9800.000
8800.000
7800.000
5800.000
3800.000
2800.000
1800.000
000.000
-
....
• —
... _ .
.. .
I.?00 ?.UOO
•0.000 . O.HUO 1.600
0»APH SCALE EXTF.NOS FKOM -O./'OOO TO 3.8000
T - PHOSPHATES (ng/l)
2.400
3.200
3.600
-------
PLOT OF ObSEKVEO AND PREDICTED VALUES..
~ftT^>00»000 *
69000.000
45090.000
£
§ 37503.000
X
39009.990
*
23*500. 000
15900.000
• 7509 .^OO
0.0
-7VI1.IW
- tfliTOOT Cr.9VQ JJ.OOO J^.OOO
iCRHFIELD - HIGH FUM
(MI ESS
OaXEiTRATION
P 0
0 P
COMPILATION
0 P
P 0
P 0
. 0 P
P O
0 P
Of 0 ^
" 0 B.
0 H
0 Pl> 0 0
O P 0
0 PP 0 0
.. 0 0 Cf 0 •
0 P 0
00 »»K 0
0 OP
H O O
*3.00Q
4
VALUE)*.. 37.7»?*3
F
VALUE
17.09013
GRAPM COOF.S
0=0«SE9vpn Y
PspfJrniCT^O Y
BsO^SFSVKDsP^FC'TCT': 0
0 0
1
> 67500.000
.60000.000
52500.000 . - - --
45000.000
37500.000
30000.000
aasoo.ooo
1SOOO.OOO
7500.000
0.0
-7500.000
IAA
^i.iiuu
-------
a«.oon
PLOT OF OBSERVED AND PREDICTED VALUES.
32.000 40.000
<»a.ooo
-efritrttfl-
-*«.-t>o»
36.000
40 36.000 . *A.OOO
IH.onOU TO 64.0000
¥ - HARDXESS (ng/1)
S2.000
S«^000
-------
PLOT OF OBiCKVED AND PREDICTED VALUES,
6.000 6.000 0.000 10.000 12.000 14.000
*™(».ooo • NORHFIELD - HIGH RUU . ;
• SULfWES
^o^oo«ooft *
•
. Y*K«N..Ii." *.^7(}92
"5?«500;00n-*- ISTEOCEPT O VALUE)~T— 8.593S7
P 0
V5000.000 » f
- - VALUE.
P 0
O.S7H20
P 0
¥ ' * ~~ °
* OP °
-• . —
'J 30000.000 • P 0
S! ' * ' ° «P ° <
g . P 0
K . '0 »» 0 0
P 0 .0
np
1*000.000 • 0 OOP
000 B 0 0
.00 OH
I 0 0 PP 0
7'ico.oon-* o o OP o o o
uu O 0
*
0 P 0
- — . G9SRM COOFS
0.0 »
-7e.oo.onn «
67SOO.OOO
.60000*000
52500.000
45000.000
37500.000
30000.000
22500.000
15000.000
7500.000
0.0
\
-7500.000
--4.ono b.ooo a. ooo 10.000 12.000 14.000
3.JJOD 7.0UO 'V.OOO 11.000 13.000
G9A"H SCALt FUTtf.'O1* F1OM <».UOOO TU 14.0000
T - SULFATES (Vf/l)
-------
PLOT OF OBSEWVEO AND
7.000 9.000
I MOKIIFIELD- LOW FLOW
oqoo.opp » SULFATES
i CTJKBITRATICN
o
*
P
•s«no.90o *
* _.-_ 0 0 w
"• •
5 ' 0
1 -:.--
' • ° rPo
P 0
I 0 0 PP
0 P
TpOO.^nO* 0 0
. O . P
.
0 Of
0 P
P
po 0 C .i>0u * •
0 P U
0 r*
1HOO.OOO * 0
P 0
•
0 P
SOP. ooo •
?;000 — - 9.000
PWE01CIEO VALUES.
11.000 13.000 IS. 000
.
•
0 P 9800.000
8600.000
XME4N..... *01S. 87500 •
P
INTFPrFPT --(»- VALUE)...- 7.V7672.
» 7800.000
•
0 F
VALUE * 6800.000
•
S.532S7 .
0 . .
» 5800.000
0 OzO^T^VFl -y — .
P=Pt?roiCTr 0 V »
0 R=OHSf HvfiisPSf f;TCT?O .
^ » 4800.000 -
o 0
0
a
» 3800.000
0
0
0 .
, 2800.000
0
o • •
• 1800.000
800.000
•
11.000 13.000 15.000 "-:
SC«LF
*.n«u . H.OOO 10.000"
b.bOOO TO IS.^OOU
I - 8ULFATES (itg/l)
-------
PLOT UF oesEHveo AND PH£DICTLO VAUUES.
3.750
V^no.ooo <
siooo.ooo
.
*S-)!»0.000
37590.000
I J
§ 30000.000
t
H
1SOOO.OOO
• 7500.^03-
0.0
) *.SCJ
; fORIHFIELD - HIGH FLDH
CHLORIDES
GOfKECTRATicn
_ .*
P
P
0
0
•
0
O
0
0
0 0
0
t-ltin — • - --• —
0.000' - /.300 V.OOD
0
. XMEftN. .... 17*52. >»2J!»8
INT^TEPT (• VALUE.)... 7.11*0^
0
CORP^IATION COT...... -O.^-yVRO
0 F
VALUE
P
9.39V5S
8
0 P
P 0 ftQAPu COOFs
P
P 0 0-OMSfV-O V
OP 0
0 Pf» 0
0 P
0 PH 0 0
O HP
0 0 PP / 0
O PP U 0 0
pp o o
0 f» 0
1
& 3UA - •- fc.7sft - *1->HA 0 ?K.n
» 67500*000
60000.000
52500.000
45000.000
37500.000
30000.000
15000.000
7500.000
0.0
i
-7500.000
x.SUO 6.000• 7.SOO .9.000
TO 10.?000
T - CHLORIDES (mg/1)
-------
PLOT OF OBSERVED AND PHEUlCTED VALUES.
6.000 10.000 14.000 18.000 23.00C
: IDRIrFIELD - LOW FLOW
^ROO.OOO » CfLDRIlJcS o p
""I OJJCEITRATIOfl
* ,
. «<»oo.ooo »
0 P
—.---- INTFTF.PT
0 P
O 0
l«00.000 » OOP
3
•
0 P
flOO.OOO *
1
i nnn in Ann l^.nnn 1R.OOO 22.00
9800.000
saoo.ooo
^ _
7800.000
6800*000
5800.000
4800.000
3800.000
2800.000
1800.000
800.000
...
<,.UUO D.000 lii.'uOO 16.000 ^0.000
T - CHLORIDES (ag/1)
-------
PLOT CF (HSE> VACU?S.
_'_.iC.?M.- - - 20.000 30.000 • • 40.000 50.000
n IS."00 2S.Ofl'> 3S.OOO . 45.000
HIUB- HIGH FUW
H 0
t
o
z
V
i
X
.0
OP o 6"
OP
OOP
080
P O
0 0
It.
»TTf»M C
r
VALUE
. 93731
» 27750.000
• 24000.000
202SO.OOO
• 1*500.000
» 12750.000
9000.000
» 5250.000
r,o«ou
1500.000
• -2250.000
«;r*i r
10.,100 ?0.000 10."00 40.000 . 50.000
15.300 ._ 2?.000 . 35.000 45.000
TO *:
X - ALKALINITY (ng/1)
-------
PLOT OF OBSERVED AND PP.EUICTEO VALUES.
18.000 24.000 30.000 36.000 42.000
— U7.000 33.000 39.000
; WILIER - Lfli FLOW
.wT": ALK/OUTY
":' oucsnwicn
• 8800.000
7«00.000
(SflOO.OOO
r
vn
5*00.000 »
4»oo.or>o
1*00'.Off?
P 0
p
J...,. 24.00000 .
.
INTFRCEPT (* V»LUE)... 31
COH3CLATION-COrF -•
7800.000
« 6800.000
F
VALUE
• saoo.boo
4800.000
• 3800.000
OP 0
PP 0 0
2800.000
iBoo.oon
noo.ooo
0
HP
p
pp
p
0
0
laoo.ooo
800.000
* -ZOO.000
IS.000 . <*1.000
SCALE EXTENUS KKOW 1.U4000 TO 43.8000
30.UOO
<:/.UOO 33.000
36.000
3V. 000
42.000
r -
-------
PLOT OF OBSEHVED AND p*EuicitD VALUES..
56.000 64.000
—5?.DOO 60.000 68.000
72.0"0 . 40.000
76.000
34SOO.OOO
30750.000
27000.000
23?50.000
10 «.
15750.
t
x
1?00«.000
f>?50.000
4100.000
7SO.OOO
WILDER - HIGH FLOW
SOLIDS
OOtiCErTRATION
p
INTERCEPT (A VALUE)... 67,
F
VALUE
3.95631
G9APH COOPS
34500.000
307SO.OOO
87000.000
232SO.OOO
19500.000
157SO.OOO
laooo.ooo
8350.000
4500.000
750.000
«H-.ot(t)
S6.000-'
. WOO
G«APM SC»Lt EXTENOS
sz.ooo
Ty 81.6000
hi).000
T - SOLIDS (•(/!)
brt.OOO
72.000
76.000
80.000
-------
60.000
PLOT OF oasEwwEO AND PKEJICIEO VALUES,
66.000 72.000
78.000
8V.OOO
-57.T)
- -- W.OOO -
toS.OOO
75.000
81.000
3450.000
v_n
LO
1075.000
?700.000
o 2325.000-
x 1Q50.000
1-575.000
l?oo.oon
4SO.OOO
WUER-UHFUM
SOLIDS
0 P
COO€S
-r
t4 VALUE)..
CORUFLATtOM
F
VALUE
3825.000
3450.000
3075.000
2700.000
2335.000
1950.000
1575.000
1200.000
825.000
<>SO.OOO
S7.000.
SCALE
AO.noo — -
*i.i.OUO
5*.>*POO TW B^.VOOO
ov.OOO
y- . SOLIDS v*€' J- 1
• ••*••••*••••*•»••+••••*••••*••••* •*• ..*«...*...
7
-------
PLOT OF OHSERVEO AND pweoicito VALOES.
n.n '" .mm -7jiuuv
15.000 45.000 75.000
I HARDESS
?'-••-""• anHnwnoi H
•
.
•
•
p
' ' n P f>
I n °
i
O
*-•
1 OP
1 .
x ' .
n. J
•'
* . - o *
• ^ d
0 P
00 =>»
0 P
u
eacfl.ono * O 0 0 0 »
0 U •»
i . 1 "
«. p
•
P
j *~ o o • o o n *
•
•
•
n.O in.noo f.0.000-
' l->.no-> fcS.oo« /b.oon
.•ywau Sf*l « f»T"fl>S_£Sl«L_ -DUE IU ISu.nqop _ „/_.,,,
105.000 • 135.000
.
••
•
•
* 31500.000
y^E AM..... . ._ .*»M»° •»""'*_ •
•
INT TFPT i. vv.nf ...«=, o . 277504000
•
0
* ?«000.000
•
F .
VALUE
•
1.414j>8 * 80250.000
•
•
.
* 16500.000
•
•
__ _ ._..._.«,._._ .:.
12750.000
0
» 9000.000
.
' 0
.
' O
• S250.000
0
U
•
0 • * 1500.000
•
O = O^**^r^vKn * •
PsPPcn T ^ Trp v .
^sOP^^fvF^s^wp'ntrT*-"''? * ~2*?50«000
i
•
90.000 1?0. 000 ISO. 000
10S.OOO US. 000
i
1
i-
\
1
1
1
-------
PLOT OF OBSERVED AND PREUlCIED VALUES.
30.000
£77001)
36.000 42.000
-J3;00ff 39.000- 45.000
48.000 54.000
51..000
HILEER - UH FLOW
HARDNESS
OHEmwnoi
6POO.OOO
vn
vn
1*00.000 *••
?»oo.ooo
p
OP
o P
1*00. OOP
o---
A00*000 *
0
0
o
c
B
0
0
3575.75000
INTERCEPT (A VALUE)..r ~37.9so?a
COWRFLATION COFr...... -0.00315
0.00035
HaOHSFUVEOsBREOTCTeO
-?oo.ooo *
8800.000
7800.000
6800.000
5800.000
4800.000
3800.000
aeoo.ooo
leoo.ooo
800.000
-aoo.ooo
-30.000"
36.000
-------
8.000
—6T.-900—
PLOT OF OBSEKVEO AMD PREOICItO VALUtS.
12.070 lb.000 20.000 24.000
-lO.ony 14.000 18.000 22.000
WILDER - HIGH FLOW
SULFATES
31500.000
277SO.OO'» *
2*000.000 •
XMEAN .....
0 P
0
0
20?50.000
r
a -
0
16SOO.OOO
13750.000 »
10351. -V!2Sa» 27750.000
1«>.00000 .
INTERCEPT (A VALUE)... 17,<*0:
-------
PLOT OF OBSEHVEO AND PHEOICTEO VALUES,
12.000 15.000 18.000 21.000 2*.000
-rov>m> i3iSoo 19.500 22.500
: WILCER - LOW FLOW
OPOO.OOO * SULFATES
T CONCBfTRATigi
. ~
7POO.OOO *
.- YME4M.....
15.625CO
• INTF.PCEDT (A--v»Lue)rj~;— ~ 13.14534
rCOFF...-.i. ' '0.41057
S fi
-Cfl - o
"5POO.OOO »
4000.000
F
VALUE
COOES—-
- moo.oao
o' o
pp
BH
0 0
0
o
PP
p
IHOO.QOO
»on.ooo
-?00.000
-o—
PP
OP
o
o
10.son
6B»I»H SC*Lf EXTENDS F«OM
.000 is.ooo
u.suo
V.vnOO TU 2*.9000
1X.OOU
21.000 24.000
M.ftM
T - SULFATES (mg/1)
8800.000
7800.000
6800.000
saoo.ooo
4800.000
3800.000
2800.000
1800.000
800.000
-200.000
-------
2.POO 4.000
JvOOO ~
PLOT OF ObSERVED AND PREDICTto
6.000 a.ooo 10.000 12.000
5.000 7.000 9.000 .11.000
..«.....•....»....*....»....»....»....•....*....*....•..••*•.•«•....»»..«*
i WILDER - HIGH FLOW
. (HJDRIEES
—3isoo;oni.. 5.71533
24000.000 » CORPFI.ATION COF*1...... ~ -0.132SV
20250.000
F
VALUE
— —- 0.48536
O P
I' ':
t?750.000
O —- 0
0 •
0 P
P
pp
P
H
PO
0
0
1SOO.OOO » - 0
0
0
COOES
-??SO.OOt)
-p»pi?«:r>TrTFo-r
I
31500.000
27750.000
24000.000
20Z50.000
16500.000
12750.000
9000.000
S2SO.OOO
1500.000
-?250.000
?inf»r 4.000 • 6.000 a.ooo
J.OOO b.OOO ''.000
GRAPH SCALE EXT^NO-J F-*OH 2.0000 TO 1^.0000
T - CHLORIDES (ng/1)
..*....*....»....*...'.•....*....*
10.000 12.000
V.OOO 11.000
-------
PLOT OF OBSCKVEO AND pfteoictto VALULS.
•
"H
o
1
X
•
—
....
p OQO .000
T8(XO .000
•.POO.OOO
S"00.1!)0
4300 .000
- -IsnO.OOO"
?«00.000
1*00.000 '
MOO. OOP
— POQ.OOP
3.300 4.500 5. SCO 6. SOO 7.500 8.500-
;.. WLER - LCM FLOW
• OUDRIEES „ ' 0
• outtimrioN
* ••,
* ••
• X*eAV 2575.7*000
YMfAN..... - S. 3/500
. IMTr'CF°T (•" V(|.UC)~*tT~ S.fc.1«i^0
• "' COH9FLATION CO^r...... -0.1JH6
F
• VALUE
0. 39*12
. i
OPAPM COR^S
. OP ° 4 P«PwTnlCT<:0 t
.
H> P
I o---— ••- • PP o
OOP
! o f
— o o P o
9 0
• V . r V
P 0
,t _ P o -o
• OH
|__: ...___: .
a £T^« - — i. fc.An . u cnn L tnn T cnft
8800.000
7800.000
.
6800.000
5800.000
4800.000
3800.000
2800.000
1800.000
800.000
-200.000
tffcA
SCAI-t fiXTF.NOS F«OM 3.SOOO TO h.SOOO
I . CHIORIDES (mg/1)
-------
PLOT OF OMS?.I>V?O AND p'Eoicito VALUES.
7.000 7.200
6.1m 6.SOO ">.7CO 6.900 7.10O
WILIER-HIGH FLOW" ~~~
_»*S0!UAe4J_rfi • . »___Z*SOO.OOO
22000.000
• 19500.000
i™Bn.«.o« I , . : -* '™PA,°00_
VALUE
"O.OC^-iB"
1200C.300
» 9500.000
t • 7000.000
•
T~ '"."•
o
*'S
? Bn nnn ^ U-^KV»I> i-o * •_ POOO.OOO
>.'->»')
7.nnn 7.?oo
7.100
T - pH
-------
APPENDIX B
.Linear Regressions Comparing
Stream Flow to Load
for Various Parameters
-------
OF OBStKVtU 4*0 PfeCUlCltiC VALUti.
-r.Yniu
2iif:1i>;lt>.i)QO ' JOOL'nOO.uOO 4000000.000 SUOOOOO.OOO
fN> abOuOOil.uOO 3SVOOOO-000 4500000.000
ENFIELD - HIGH FU3H
DISSOLO QXKEJ
un
P 0
0 H
6.
* 73500.000
66000.000
F
VALUE
*
231M.O«32b .
v
i) Y
XUJC.)•(-(,-..
OP
0 »>
PP O 0
0 t>
S8SOO.OOO
51000.000
* 43500.000
» 36000.000
op
O •>!* O
0 »PPO
2USOO.OOO
0 ^
(I O-Jpr' 0
0 P.)0 •)
» ') t-r' l>
') O Ud
•
."•
or
TOTAL....
<••>. "f
-.'.1,0-1
1
6(1
61
21000.000
13SOO.OOO
6000.000
"lOOaOC'). -^ •»()'" 2oO(K((>0.i)00 3000000.000 AQOOOdO.QOC SOOOOOO.OOO
UO •'•SOODUO .000
I - DISSOLVED OXYOEH lba/d«y
-------
PLOT OP OBSEHvCD AM> PKEUICltO VALUES.
?n<)'ino.OOO 400000.000 ' 600000.000 800000.000 1000000.000
' 3uu00iy<)0o SuoOOO.Ooo 700000.000 "900000.000
••-•"• ' • • 25000.00*
BfiELD-LWRlH ... .
DISSOLVEDOKKHH : „ . f p. •__.__
» .22500.000
.2-jnOO . .
.00516" "' '. • 20000.000
» 175*0.00*
15000.000
£
l?f-01.0n« • O-O^SFPVFQ^ Y • 12500.0*0-
rmrT1 ~*~ ••--„-•- p g .
P 0'
' 1-nnan.nno » P 0 • 10000.00*
. • •
. ' PPO O •"
0 0 PP .
•i
7=')o.'>30 •OOP « 7500.000
000 OPPO 0
. 0 Bo 0
~* i •; o (MPo o ~ . •
«r ooo -«*• •
5000.000
O utV^f 0 0 *o o
* P»» oo r>fvt«Tin>' A«OUT I^^^SSIOK.... &2 » 2S**«*ft*
• ••• — roiAL.... 63
» *••
•.OOuOO.OOO 60UOPH.OOO 0*0000.0*0 - 1000009.00*
i Siidnvu.outt 7uno0u.ouo • VU«O»M.OOO
I-
-------
PLOT OF onstKvEc AND
VALUES.
? aSOO-'U.OOO ' fSOOOU.OOO 13SOUOO.OOO 13SOOOO.OOO
"SChu'OOYOeO SOOOOU.COO VOO&OO.OOO 1200000.COO
: EHFIELD - HIQ1 HOI
71con.'V!1 »
: LOAD
« 73500.000
P
ft* O
66000.000
S8500.000
F
VALUE
51000.000
« 43SOO.OUO
i
x
« 36000.000
O "0
0 P
VJ 0 *>ti
• o o PP
0 O a
o PU
0 P
OOP 0
o •*
- o P o o
0 'iwil 0
•VJ f-r
•' M.4 0
ij o^^,) 0
"•jo;
T'.> I iL . . . .
1
21600.000
• 13SOO.OOO
6000.000
TO
7sonoo.unn
••oooo«i.nou
o 1350000.000
i?onooo.non
_ BOD
-------
PLOT OF
MO pHtuicito VALUES.
300000.000
|«* ••••*••••*. *^*
»•••.*•<
JKiCfln.floo
! BOD
» LOAD
25000.000
28500.000
~7MT<:'"CF3T~»> OU O
y 0 U O OPi* 0
0 0 0 PP 0
PO 0
-n p
o "
"
O.C 10
o u
or VVMATION
20000.000
17500.000
15000.000
12SOO.OOO
10000.000
* 7SOO.OOO
• sooo.ooo
asoo.ooo
I AI , . . .
•
*i \ •
>«•
0.0
. . -
•
-------
<>* UrtbtKVtD ANO PktUlCltO VALUtb.
lO'i'iOUO.U')'! f.oOObOO.000 9000000. COO 12000000.000
""T-ii- "'•'•ir.ui'i ~ -SOOUCO.OUO T-iunooO.OOO lOSOOOOO.OOO
BFIEU) - HIGH FUN
OGD
LOT)
7SOOO.OOO
67SOO.OOO
60000.000
SO'lBCc Of v'f- -"I IT f
nf. i';-
sesoo.ooo
TO I fit.
1
•=,/
•>>
* 45000.000
• 37500.000
30000.000
"15000.
O P
FOO 0
K U
o p on
OP.J d -J
f 0
II p" II <
0" DO 0
!•••>•• I)
0 ^ r>
0 >-J )
n.n
- 1
«'<•«•»/'.
VALUE
* 22500.000
» 15000.000
» 7500.000
0.0
10'i'jOU'i.iiO.' BU'JilOUO.Ofll' 9ujOOOO.O''lO l^OUOUOU.400
MI.IIUH -. iOtX'ltU.1 lii> • T'lilllOOv.UOO IOSOOUOO.OOO
-------
PLOT OF Obstwveo ANU pneuicito vAtuts.
HiOOujO.t
s
~"0.->
soiWCP or
1*00000.000 1800000.000
ju 1600000.000
"•* "• * * 25000.000
4B0tjT ee-vytSSin;.....
..... ... TO IAL... .
il
f,0
. 0
• o
u
o
fin
00
o '
o
0
o
0 0
o OP
0 f
p
('
0'
PP 0
pp
t> 0
t> U 0 0 0
O 00
i>p 0 O
p 0 0 J O O
pp o oo
>> ooo u
PP a oo
f 0 U
P 0
BFIELD - UW FUK
OD
UN)
1* VM/i
F
VALUE.
2.12746
ft. !
22SOO.OOO
20000.000
» 17500.000
• 15000.000
12500.000
10000.000
7500.000
« 5000.000
» 2SOO.OOO
0.0
r,a»PM
T - COD Ite/dagr
-------
PLOT OF (MSEKVEO AND PHtuICltD VALUES.
1SO.J090.000
,i»oo ' " '•>;
300'IDOO.OOO '4300000.000 6000000.000 /500000.000
>0 3750COO.i)')0 5250000.000 6750000.000
EHFIELD - HIGH FLOW
ALKflUNITY
LOAD
* 73500.000
. iMTeprFPT <4 w.u«rr;
.-CORBCLI
51000.000
F
VALUE
A9S.Sal45
00
0
0 P
pp
Po
P
66000.000
sesoo.ooo
51000.000
43500.000
a
36000.000
0 U PP
0 =P 0
OHP
a o
|j
RR 0
POOO
^ o
o POO
OT PBa 0
0 OSOO
~ O'P'O
0 • PPO
-rjofrro-or^pp'^iT'1:!.
OEVT&T10N *-iOllT ZF.
Of
60
26500.000
Z1000.000
13500.000
6000.000
30nOuui'.i>iJO
Ji-jO.OO') J7500CO.ODO
TO 4*4f«««*«»i*
90 7500000.000
6750000.000
-------
PLOT «F oesfcKveu ANO pweuictto VALUES.
6uOOOu.l>>V} U'lOOO'J.UOO J80000Q.UOO <^OOOUO.OO'J 3000000.000
. noO" " ^ObOOO.ooo ISQOOOb.oOQ 2100000.000 2700000.000
* EHFIELD - LOW FLOW
; ALKBLIilllY
??*00.0np » "WD
25000.000
22500.000
2"«oo.o~on" * ~Y*i
-------
PLOT OF obstHvEo AND p^tuicitu
400t!Coo. n
16500.000
9000.000
1=00.001 •
»•-.«•::. U. (;',.»
t.fwE1-" UF
1SOO.OOO
nrvt«TION
TOI M.....
lOCOvlOOO . JOO
14.)DOOoO.OOO
20000000.000
IttOflOOUO.OOO
,0
-------
750000.000
PLOT OF OttSttfvEO »NU PHtUlCltO VALUES.
OO 37SOOOO.OOU SirtOOOO.OOO 67SOOOO.OOO
3000000. 1»OU MiJOOOO.OOO 6000000.000
JTSOjO.OPO
innoo.noo
?<;oo.noo
0FIELD - LOW FLOW
SOUDS
LOAD
»»••*••«•>*•*
C» Vll.Ut>.
F
VALUE
G»APM COOES
•p
p
PRO 0
o
liO
O
o
0 0
, ------ po-, 0
0 U^H 0 0.
0 0 0 HP
00 CO 0
rtO OOP
OP
Ot«-'M
U
1
.........
30UOOO«.«OJ
TOTAL....
6000000.000
« 25000.000
23500.000
20000.000
17500.000
15000.000
13500.000
10000.000
7500.000
5000.000
2SOO.OOO
0.0
-5C4LF
TO
-------
PLOT OF OSSEKVF.O AND P»tUlCltD VALUES.
2GC»0.iJOn 00000.000 100000.UUO
i,.Tf iOOOO.'UOO
140000.000 180000.000
j 160000.000
EfFIELD - HIGH FLOW
73500.000
66000.000
p
S8500.000
p
P 0
T
to
51000.000 *
*.->=ior».oo(i
or VARIATION
OfVTATTON A^O'JT »E :"."
n o •»
j P
n 0 ao o
0 P
O
0
0
ti UO 0 0
P 0' 0
fOO
i.7»;
F
VALUE
"iOOO.OftO
36000.000
20500.000
* 21000.000
Y * 13SOO.OOO
Y" •
6000.000
•sonoo.noo 100000.000 UOODO.OOJ isoooo.ooo
aoooo.noo 1^0000.000 if>oooo.ooo
TO
- HE,-H
-------
PLOT OF OWSEKVEO AND pHEoicito VALULS.
iOOOO.OOO 28000.000
36000.000
T
I-1
OJ
K
1*003.000
7*00."00
BF1E1I) - IDW FUOW
OP
F
VALUE.
- 6.072*4
OF
OF
OFVTITTO
TOUL....
•i
<3l
*•?
Y
0
oo
o o o • P
o oo P o
0 OP 00
0 P U
0- '-~0 P.P 0
ooo PP *>
00 0 0 PP
O 0 PP »> 0 '0
0 0 0^0
00 P.
T,- •-;- -P
.0 •»
00
o o
0
«• 25000.000
Z2M0.004
20000.000
17500.000
15000.000
12500.000
10000.000
7500.000
sooo.ooo
zsoo.ooo
_
ft-n * ... •.,..*....*.•..•....•....*..••*•••**•"••«••••
—r*?-••;•»*;••• *.V.-. •—t^;!oOO 000 16000.UOO • WOOO.OOO 3?000.000
0.0
SC*LC F
-inoo.onoo To 3 JO.or
-------
OF OSSEKvEO AND PREUICltD VALUtS.
ZOU'.-O.iOU 600GU.OOO 1000CO.OOO 1^0000.000 laOOOO.OOO
~f;0 "40000.000 60000.000 120000.000 160000.000
ENFIELD - HIGH FLOW
PHOSPHATES
0 P
73500.000
66000.000
OP
o P-
SI 000.too »
TVTrpf-CT <4 /li.UF.)...
-ciPOFLATtoij r.T
» 58500.000
51000.000
OP
nsoo.ion
0 t OK
04
Od
0 P
OP -
0 i)BJ
OP o
,i-< 0
n 0 0
^ o ">
- p- 30--
HP 0
0
0
unoo.oon
F
VALUE
Y
-nnr—TTT-ocT,oti «;M-»V.
ToUt....
DtO-'• !'v'."'"0 -6JOUO.OOO 100008.500 1*0000.000 180000.000
n.0 4o?»0.000 HoOoO.COO l^UOOO.OOO 160000.000
>• TO
-------
PLOT Of 0-ibEKVEO AND PKEUlCltO
jno 12000.000 1BOOO.OOO 2*000.000 30000.000
-'••OOTJiOOO' 15000.000 2100ff.OOO 27000.000
;;:
I PHOSPHATES
??=on.oiio • LOAD
. XMF4'!.
(A'
I7"=no.onn *
- VALUE
S.15794
Ul
0 .
0
0
b
o
7«;on.ooo *
p
B 0
B 0
0 f 000
0 0* P OW
0 0 PH 0 U
f 0 OU O
-0 , Q -. - Opp o
0 o 0 HP 0
0 0 P 00
o o u u »vo o
0 OP 00
OO P
o P
O
0
OF
* 25000.000
Z2500.000
20000.000
17SOO.OOO
15000.000
12500.000
10000.000
7500.000
5000.000
Z500.000
1
61
0.0
....»....*••..*•«••*«««•*»«»•*»»«•*.»««•*••••*••••*••••*
VjrC.UOO • I200U.OOO
"JO'lO. )f'1 IhrtOO.OOO
I •
!.»•••••«
24000.000 30000*000
21000.000 27000.000
-------
PLOT OF OBSERVED AND PREDICTED VALUES.
>«*<
6900000.000
ftOOOOOO.OOO
10000000.000
1000000.000
3000000.000
5000000*000
7000000.000
9000000*000
T-a^OO.OOft *
BFIELD - HIGH FLOW
HARQESS
LOW
o P
(SAOOO.OOO
66000.000
XMEAN
VHEAN.,...
25813.00000
••««»«»•««•»
58500.000-^
-—g INTERCEPT -.rr»1573*.626<»«
O P-
OOPP
. 58500.000
PO
P 0
51000.000
43500.000 »
43500.000
i
x
F
OP-
VALUE -
36000.000 • 1647.25342
36000.000
PPOO
-O-B
eeoooiooo
p 00
PO
OP8
SOURCE OF-VARIATION
-DEGREE OF.
FREEDOM .
0 BP
0 PP
•«9-P
DUE TO PEttRFSSION..
DEVIATION ABOUT REGRESSION.
1
58
O P
21000.000
21000.000
-BO-
0 PO
PBOOO
11500. 000--»--
-OOP6-
B_PPO-
tCOF.S-
Jt 13500.000
00 BO
O=ORSCSVEO r •-
P*P«»FniCTEO Y
H«ORSERVED»ol»EOtCTEO •
t_
OOP
BP
*000.00(
AABA.AAO
r»-
.'.«.... «i
0 ?000000.000 4000000.000 6000000.000 8000000.000 1COOOOOO.OOO
1000000.000 3000000.000 5000000.000 7000000.000 9000000.000
OBAOM SCALE EXTFM
i - BARDMESS its/day
-------
PLOT OF OBSERVED AND PREDICTED VALUES.
609000.000
1600000iOOO
£4009<
** :
2600000.000
400000.000
1200000.000
2000000.000
3600000.000
-. EFIELD - LDW RDM
4-HABJESS
asooo.oo*
2??00.000 »
22500.000
•20000.000
. XMEAN.. . ..
VMEAN..i..
* 20000.000
5903.015B7
•••»••••••••
. INTERCEPT -m*?*P™**R:~.
—•.§-
BCAtE
600000.000 1600000.000 2400000.000 3200000.000 4000000.000
400000.000 1200000.000 2000000.000 2800000.000 3600000.000
FTOH AJLJLJt*JJUt*Jt
T - HARDNESS Its/day
-------
PLOT OF oasttfvto *NO
150-iOflO.OOJ 3000000.OliU
"75I>udOYT>Oi> ?25'jC!''.'~"lr' .
;• •=
?-•>•>
0 o-- 0
00 y»
oo
OOP
-Tjiif- rn-^FTv'p'^rr ir-.-
TtllAL.
*. t
rye
I
S7
28500.000
21000.000
13500.000
6000.000
-7V- -,(•-»..••• -
3000UOO.OJO
trt
T - SOUKK lb»/4«y
6000003.000
-------
PLOT OF OH&EMVEO AND pwtojcito
OrtUO.OOQ 1200000.000 ISOOOOO.OOO
1050000.000 1350000.000
; Bf IELD - LOW FUN
I StlffflES
; HMD
25000*000
22500.000
7
M
VO
i;»T TON"
17SOO.no" *
'I'sooo".
F
VALUE
83.65*72
. P
b
OP
PP
"0"
r. 0 *
0 000 90
00
0 o*5 0 O
o PI» o ooo
0 "o" PP?0 0
r> o tipp 00 0
• — ro o~ ''p-^ ooo
. OOO fPO 00
OF
T • t [ - I
T J I **L .
?"-)0.00(» *
**<* C)
« 20000.000
17SOO.OOO
15000.000
* 12500.000
10000.000
* 7500.000
» 5000.000
' • Z500.000
^ V
'fr.fr
0.0
,»...,*.»..•....*.««•*....*.•••*«
/50000.00V
* TO ••••<
-------
OF OrtStK'yfca ANO PtftUlCltO VALUES.
iuuC ••>.:"'> i •ioflOOu.jilu IbuOOOO.O'JO 2100000.000 2700000.000
"~£.'flij'>iOQmfii'{!~~ 1200000.00.1 lyOGOOO.OUO " 2*00000.000
; Bf IELD - HIGH FUW
I (HDRIEES
: UM
•
i • •
*
. X'^4'1.. ..,
T
3bl.70«50
UHP 0
P 0
•p 0
•j pu uo
PPOO
U F
PC
00 Pi
0 *>
''1 0~ 0 ' P "
0 u^P 0
0 P 0
OO H>*0
00
0
0
00
OP
O'.' A-lOxIT Ke-.-
1
l\mn
:! 90HUOU.OOU ISoOO'JU.Oo'j 21UOOOU.060 27UOOOU.OOU
*,.IO .nij.OOO l^OOOOO.oO'l ' 1 •'OuoUU.UOO ^4000(10.000
*»«
T - CHLORIDES Ite/diy
735UO.OOO
66000.000
5S500.000
S1000.000
43500.000
36000.000
36500.000
21000.000
13500.000
6000.000
-------
OF OribtrfVEO A*D PMfcUlCItU VALUbS.
£1.0'' 11. .,, ,.i
.:../.•» <> 0"" "Tn
r»u 70oOOO. Ofta ?OnOOO.OOO
' : BFIEUJ-LOWFUW
" " " CHUJRIIES
• 25000.000
0 P
• 22500.000
03
ro
C
i
X
(J
F
VALUi
5VO.33765
20000.000
17SOO.OOO
15000.000
12500.000
0 P
•0 P
-.PO
P-"J 0
HP 0
H >
0 h- 0 . 0
0 fiP O
0-) PtJ Oil
0
o n I",
OO-.-'iJ ft
IJMH 0
<>«" v^•?I»^
TUlAL....
10000.000
• 7500.000.
5000.000
• 2500.000
0.0
I(i:i0u,i.
TO »
-.i .i.o.to ' buoooo.pao nonoio.ooo 1000000.000
90DUOU.OOO /UOOOO.OUO VOOOOO.OOO
T - CHLORIDES
-------
OF o^!>EK»eo AMD
*.'
VALUES.
2*UuoOO.OOO 3*00000.000 *000000.000
ao;j'joo.ooo 2*100000.000 3600000.000
~~;"~ , « *....« «....»....*....*.... •
* NORflFIELD - HIQI FUW
; DISSOLVED OWE!
: LOAD
vs->T-iM'"!
'Jr
OfVT»TIO-l
• ! 0 f ;.L . . . .
1
bl
67500.000
60000.000
52500.000
45000.000
to
POO
0 •>
f 0
i
x
OPPO
0 U
0 U"
0 H ^
0 0
OP n
*» o.
HfO
o
* 37500.000
« 30000.000
« Z2500.000
1/7*1. 1---M
F
VALUE
3VO.V736J
* 15000.000
» 7500.000
0.0
n.o
'Y
-,0
i. ..*. .»•*....-*. ...^*.«
•)v.u Ihu00o0.i)0(
i^i'ooou.ooo <
T . DISSOLVED OXYGKH lbs/d»y
* -7500.000
.HOOOOO.OOO
3e.ooooo.ooo
-------
PLOT OF oasEHveo AND pnEuicitu v»i_uts.
hOOOO.'Jtn l200')9.noC 200000.000 inOuOO.OOO . 360000.000
-ArtOOd.Of)') ~ 1*0000.000 iHOOOO.OOO - 320000.000
MORTHFIELD - LDW FLOW smjerF l\.i*i\... *t> .
Tifl/.L.... <•! .
» 8800.000
• 7800.000
HO
• 6000.000
« 4
W 00 PP •
10 "5_ - B
00 ~ eB«o.-»^r I o fW • seoo.ooo
s o PH o •
c - o •
, . : v o .
P 0 •
- K fc*f,n.OG~'V* P . O * 4800.000
PP . o o y •
f>0 PP. O O XME&M..... •.iilS.^/'jni' .
-0 "Y"E»N7.... 12*07t.'Mr»?S •
^opn.non 0 0 - P * 3800.000
_; 0 p. 0 1NTForcDT (&Vi!Ue) .. .-1-731. PO>.'>1 .
f U
. . 0 "P •-) •
p 0 « 2000.000
O PP 0 •
00 PO "0 VALUe .
0 HP 0
o? n
Op y * 1800.000
P r> "BRAPH ro"'1»F*r~ " • •
PO •
OsfMSFOvr'V'V .
800.000
200000.000. 2t>OCl>0.uUO 360000.000
100 tft'tOOO.UOO J^OOrtO.OOO
-W*PM Sf.AIF r
-------
PLOT or
AND
to v#uuts.
-]pno:> i. r>m i'iuo^u.uoo jooooo.ooo booooo.ooo 700000.000 900000.000
3.0 " 200i>00.00n 4bOnOG.Oi10 *"OOQO.OOO 800000.000
; fCRIrFIELD - HIGH RUM
' BOD
47000. ?•)•>
47000.000
4?09'».'>on
>
S^noo.noo
* 42000.000
37000.000
F
VALUE
OK
32000.000
03
; P=Pt»FnirTc,"> V
P
P
??000.0<"»
o
0
27000.000
* 22000.000
00 PP 0 0
U PP
oo P^
00 P
0 P
r>;
17000.000
12000.000
0) P 0
LI ft* 0 0 0
00 0 P 0
O P
0 OCPP 0
pnoo.om
<*>itRCP Or V43IATIOV
-nt.tr^ TO RET.srcsT^
* 7000.000
* 2000.000
1 •••>!.M.uO'j • .100UOO.OOO SOUOGO.OOO 700000.000 900000.000
.0 ^ifiliOO.dni.' 4>fOOUU.OOO (>00000.000 800000.000
»»»«««x>a*« To •»^«<>tf««t« •
T - BOD Its/day
-------
OF ogse^veo AMD pKtuicitu
JOUfci-'.ogtj f-.ioin.uoo -VOOOO.UUU ISOOOO.OOO ISOOOO.OOO
~ *5i«vo;ociC' 75900.000 10*000.000. 135000.000
NORIHFIELD - UDH RJDH
BCD *
f 0 • 9800.000
LOAD
•
•
* 8800.000
5f»30-«I?'n-»3 .
o V
VITFTFOT <*"VAyj€r;..— sau.a^?!
* 7800.000
VAt-UE • 6800.000
f
^ftljrt.nf)^ . V.
W. . i
• **K Q9 > «* H
Ijo. jc fno p y n n •
^^ u o .
M fi • K 0
01 JJ • r>°A'»-< COOP* 00 P
M 0 S800.000
O P 0
f 0
I 0 • P
0 • ^ "
p . 0 4800.000
0 O 0 >• P .
.
O -"•' OO U
OP o
p . " * 3800.000
0 t»
o P o. :
0 c / ° 2*00.000
. 0" ooo -I 0
.0 -V 0
* •» « -- :
•oo.oofl * ^** u . s^»ftcf or y»->i*riA\ ot^-:*-*-: o--* * 1300.000
• o
• »._".
• /\ p ' OrVI«Tin-l 4ini)T '->.>%-J^S-»IC"lIIII «.e
T'JlAL.... ~l 800.000
.
.
3uOOO.Omi 6>iOO').000 90001.uuO IVdOOO.OOO ISOUOO.OUU
lS'ino.<)'>'» ASOOU.OOO 7auoo.uon lo^ooo.oou 135000.000
I - BOD Ibi/day
-------
OF OBStHVtO ANO PKEUlCItU VALUtS.
1*00000.
n-jr
**>ooio.onn Tbomooo.mjo josooooo.ooo i3booooo.ooo
ivo • 6000000.000 9000000.000
<7c.on.ooo .
COD
67500.000
• 60000.000
7
to
•>7Ciio.OOO »
10000. ^^'l *'
0 0 P
0 P
I
x
0 0
OOP
0 (J
SOHOCr OP VAMATION
TOl-L....
11
' S2500.000
* 45000.000
37500.000
• 30000.000
. 22500.000
• •«oe«9wae •>*>*»
(A- ysLUf) ...•««'»•»**•»»«
1SOOO.OOO
(JQ
II Hb
05^0
HA 0
°0 0
n.t »
TsoOOod..1
n.O
TO
F
VALUE
coors
« 7500.000
0.0
H»OT5F'nooooo.ooo vouooou.ooo
•
T — COD Ics/day
.rt«A
1^000000.000
-------
PLOT OF
w
to
i
1V:n:'>C.C06 450300.OftO
AND P*E.UlC1bO VALUtS.
J 9000^0.000 1200000.000 1500000.000
7SOOOU.OOO 1050000.0.00 1350000.000
7»on.«?ni>
a
tORDFIELD - im FUN
or
UNO
1ST '
F
VALUE
71.62095
CCI'CS
0
0
0 «H
0 H
0 B
P
O "
9
p
P
* . P
0 0
rj 0 f>H
0 •-
>» II
OO »»
on fi>
aP o
— p «» O
0 U r*
0 •»
0 l»
-ntnr -rr—Oi "u^^S T It'iVi ,
A'OUT v
TOltL....
100 ".SUO'JO-OCO
-rjuao-j sr»LT rxTrwo? r-^u-'-i isooo..i^oo ro •••••••••
losoooo.ooo
13SOOOO.OOO
9800.000
8600.000
7800.000
6600.000
5600.000
4*00.000
3800.000
2800.000
1800.000
800.000
T - COD lWd»y
-------
PLOT OF QrtbEKVED AND PRtlHCItU VALUtS.
• . p(i « t il nf) £^SOODi) •')I)D J f SUOUU1 • v 'ju jfcjwvw • J0 0 oTSOOOO»UOU
--.,.- isr.OilOO.OOn 3000000.000 4500000.000 MOOOOO.OOO
fORnFIElJ) - HIGH FLOW
\m
p o
67500.000
60000.000
w
. " wf
NJ
00
-=T ("A Vil.Ur) . .. 3V(iu7i.
»TIO., rot'--.. l.^pnn
l"""2°~i " r" "
" - VALUE
5
37^00."00 » 403.11VB7
0 P
j
0 « 0
" 0 ' 1"^**^ 0
0 ^>0 0
OOfH U f
Oh? 0
n OP'
• T3')i
O .Ir*
DDK
0.0
0 P
0 P
B
P 0
0 r>
P 0
"O1 Jr 't'r> vjc^
R?V!»T!nM
isaoi.un.ouo
juooooo.oco
voooo.ooo
TOI-L....
•••.*•••»*•
oOOOOOO.C
1
Si
S2SOO.OOO
» 45000.000
37500.000
30000.000
£2500.000
1SOOO.OOO
7SOO.OOO
0.0
-7SOO.OOO
-------
PLJT OF oestKvto AND
VALUES.
VrirYio;
'MIOTO.OOJ ^oo.-.oj.ooo i^ouooa.ooo ifeooooo.ooo 2000000.000
6"i.i,oO.OP"> ItlU'JOOO.OOn 1400000.003 IdOOOno.OOO
: NORF1FIEU) - LOW RDM
! HMD
:lM.
(A V.-.LII-U.. 7j^ii.l J-.PO
7
0
F
VALOE
331. ..8145
HO
0 PP
0 P
OOP
f> O
0 f 0
."T)atHgCUUV
0 V
0 Hd
•J or1 0
«* JO
9000.000
8300.000
» 7800.000
• 6800.000
SBOO.OOO
* 4600.000
3800.000
- 0
rj OK 00
jortl.. 1.1ft «
o -> O
oin.iip »
"MF TO' •>*•'"' ^V^-,! •: ..."i
T.:-I-L....
• 2800.000
•
1800.000
, - • .
i-(i*).iin-) looaoou.oo'i l4oouoo.oou laooooo.ooo
-R«»»!>I» sra».i;TxTj.-< o.n lo ••*•••••••!
i -
i*t/d«jr
-------
:.1,1 no. ••.;>••
PLOT OF OHi»t.K*EO AND p*tcuiciu) VALUES.
,0 H ;. OCOO.uOO 12000'JUO.OOO 16000000.000 20000000.000
6i»:0000.000 10000000.000 IAOC0000.000 IbOOOOOO.OOO
' ; NOKHHELD - HIGH FUN
•SOUK
0 f
» 67SOO.OOO
60000.000
« S2SOO.OOO
(K ^/^M
P 0
• 45000.000
cd
F
VALUE
465.79419
0 K
0 I*
0 P
* 37SOO.OOO
» 30000.000
0 V
0 dfP'J 0
• 32500.000
0 O
1SOOO.OOO
(J i-'fO
!.l>'^ 0
• 7500,000
? OF VA-»Ial 1C J
''"£t v»t-
0.0
1
SI •
« -7500.000
? in inu.,,00
- -is FVVM .«
•B'^uOPO.OOC liJOOO'UUO.OOU ' 16UOOOOO.OnO 20UOOOOO.OOO
00 IdUbuCOU.OOO 1*000000.OOt 10000000.000
-------
PLOT
»NO
JOOOJOC.OOO
<,000000.!)00
5000000.000
: JORIfFIELD - UN FLOW
u>
•
M -
-«, a TfT"' 3 T~»
14 VAI.
f
VALUE
^n Y
T c T r n
U
0 P
p
P 0
0 OOPP
0 r1^ 0
JHO U
rVO
OK
0 . •»
P PO 0
O
U
9800.000
8800.000
7800.000
6800.000
» 5800.000
« 4800.000
3800.000
* 2800.000
T-i er
•-•;:-•-— —5£»££i ;;;s3;5:5;o- ^-oW....o
,.000° ^..0000.000 JSOO-OO.OOU 4SOOOOO.OOO
» 1800.000
rS-TFOO^
•
I
fc^ •
-V •
••«•••*••»•*
800.000
-C8»P-J
F"
-------
PL'.'T OK UHbE^Vt'J AND PneuiCltO VALUtS.
J,I)M )..«• .; I'jitou.UOQ
""l^owfi'.'uao ZouOo.ooo
35000.000 45000*000
JOOOO.OOO 40000.000
: NORnFIQJ) - HIGH FUW
* IHj - ^
": HAD
*
41000.000 V
46000.000
• 41000.000
36000.000
8
M 21000.0'-"1 •
XMPAM
.-^ ir. < • 31000.000
-cd^n.ftTiON rocc n.i*^9» Z6000.ooo
F
VALUE
3.34357
21000.000
••
-!)'
II
0
O
)
•)"
SOURCE 01
"r>t)F To PFROFSST^M
"
|V..,UU. U-l.
dOOOO.OOO
_ ^
16000.000
11000.000
6000.000
1000.000
40000.000
40000.000
-------
UF CobtKvKO ANO ?Ke.01C1tD VALUtS.
l-.oO.t'1'O 2500.000 JSOO.OOO 4500.000
20t>!>.OJO 3000.000 4000.000
- LOW FLOW
* LOAD
' )0
F
VALUE
PP
H -
o ••
01
U)
i
x
00
W»-»I4TI''>:
0
Q
n
n
' D
TO"
. ... .. .
*>rHT «• '• i i-'fSSi '.•%...
TCI..L...
v"
•_V 5,13.<,(!9 . 1SOO.OOC 250C.OOU • 3MO.OOO 4500.000
,,.0 IKOu.OUi! ^Ot»O.OOJ 3000.00V* 4000.000
;;rv^ F~OM -•««>(...":fiOU Tu ^.^^0.0^0•!
I - «H3-l2
8250.000
7500.000
6750.000
6000.000
5250.000
4500.000
3750.000
3000.000
2250.000
1500.000
750.000
-------
PLOT '.>P ObitKveO AND PritulCltU VALOtS.
! PHOSPHfflES
• LOAD
17*00. <
.')'!'»
?00(i-l.01J tUOOO.OOU 6UOOU.U90 80000.000
aooio.ooo SOOOM.OOO . Toono.ooo
00
. ()' p
0 PP 0
PH o U
O OP
- 0- - n HP o
a c
O 00 °^ 0
0 C» P=>
o o P
0 Or*
0
o
00
* 67500.000
60000.000
YWEA*....V
INrp'CTPT" (*' V4l."l"fc ) ...
"C^W^tATION TOT
F
VALUE
11.75V70
i7-> /.-'I '»'•«
.i.«."-7
Or
TO asr.s.S'*. i "
OPWTATTON A'iO'»T
I
ril
-Tcon.no'> •
52500.000
45000.000
37500.000
30000.000
22SOO.OOO
IbOOO.OOO
7500.000
0.0
» -7500.000
rr.O" 70001*000 nOOOO.OOO . 69UOO.OOO bOOOO.OOO
lijfi')'J.OOO 300UU.90U 'JUI'00.000 70000.000
•»•>•«»»•«• ru svonti.ocon PBOSPHATKS
-------
'JT -JF UlSEnVEO »NO PhcUlCltu) VAUJfcS.
6.9 J'">"O.UOUOO.OOO 75000.000 105000.000
-uwaw
_o»oo^j>on_» RDSPHA7T3
: um
w
U1
U
O
M
•»«on.po'< »
00 f>
•T? P
O ^MJ
o •*
j i»
u *»
Htl
•r • o
•»0
pi)
f.0 3-1C09.000
rjpjpij SC«I.F *TTT'rv!)S F-JM ••••*••••• 10 ••••••••*«
YMEAN.....
••<><. r . u
"coni*Ft*Tir"'i ro=c.
.'.-^/-i.
f
VALUE
10.30*16
"-Vlf TO orr,9F«;st »\.
Tortu....
i«0i7c n T r f ••
9800.000
4800.000
7800.000
6800.000
5800.000
4800.QUO
3600.000
2800.000
1800.000
800.000
90000.000 120000.000
7SUOO.OOO 103000.000
T - PHOSPHATES 1 lit/day
-------
PLOT OF OBSERVED AND PREDICTED VALUES.
gooooeo.ooo
>000000»00»-
6069808.000
6009000.000
10000000.000
1000000.000
3000000.000
5000000.000
7000000.000
9000000.000
~ (XJRfflFiaj)~-"HiGH FLOW
: HflRffESS '~
67500.0
60000.000 •
• 60000.000
•S?500.000
.» 52500.000
17*52.92308
-.- INTERCEPT- ««Hf*t«E»-rvs «61719.52105-
AC ft I* *> Aftft
37500.000 «•
.37500.000
5
. O
i
x
0 P
30000.000 » *
. VALUE
• —30000.000 4
. 5*2.76099
0 PP 0
-O—PP
-—— SOURCE- OF -VARIATION-
FREEDOM
1SOOO.OOO »
0 PBP 00
0 P 000
0 PB
OUE TO
DEVI»TION A90UT REGRFSSION.
1 .
50 * 15000.000
O OP P 0
7500.000
0 OP BO
OOPP
• 7500.000
-7SOO.OO« »
-•.---7500.000
2000000*000 4000000.000 6000000.000 8000000.000 10000000.000
1000000.000 3000000.000 5000000.000 7000000.000 4000000.000
^i r FXTFMDS FROU •**»*••••• T^ ••«•*•••
I - HARDKESS Ibs/day
-------
PLOT or OBSERVED AND PREDICTED VALUES.
-30W
900000iOO(
-«<»«<
-*K
r««4
3780990.C0(
0.0
600000.000
1200000.009
1830000.000
2*00000.000
I
- IflJ FLOW —
ljuvi I Lx/n
» TH «••*L6 EXT€
T - HASDITESS
-------
PLOT OF 08St«veo AND ppeuiCTto VALUES.
,000 l?000'>0.00l> IdOfiO" J.OUO 2400000.000 3000000.000
90000''.000 1501/000.000 clOOOOO.JOQ 3700000.050
37=500.000
z
u
moon.o
isono.oon
O.D
fWRFIELD - HIGH RJDH
SULFATES
LOAD
(4 V»LH£)'."..
F
v»Lut
367.908&S
p
0.
HU
0
P 0
0 -
oo o r>
— o- o~
soi»rr
TO
00
ap n
TOTAL....
• 67500.000
•
.
• •
• 60000.000
•
OP.
•
* s?soo.ooo
•
•
0.
• 45000.000
•
•
•
• 37500.000
•
•
•
30000.000
•
•
•
» 22500.000
•
•
•
• 15000.000.
•
1 7500.000
SI
•
0.0
•
•
•
* -7500.000
_. -.- •- »,o01vO.COO"
^oouoo.uoo
OO 1UOOOOO.UOO £400000. 000 3000000.000
laououu.oun 2100000.000 2700000.000
X - SUITATE lb*/eajr
-------
-7SOOO.p£_.l_ 7bV.(j.
PLOT OF oysEKVE.0 *NO pMtoicito VALUES.
SVSOO'J y«C 37SUCO-000 S>2SOOO.OOO 675000.000
150000.000 30*000.000 450000.000 600000.000
: NORTOFIEU) - UOW FLOW
oarn.onn . SULFATES
I LOAD
. . YMP&M.....
COPULATION
VALUE
241.90137
CO
X
0 o
0
0
0 op
P
U P 'J
0 PP O
OP
OP 0
UP
P 0
0 P
PO 0 0
PP 0
P 0
0 P
OKU
OPP 0
PO
•- nP
V A" I»T f
f).>- TO JcaSU^T-v
P 0
f»t <«*••?
i
..*
9800.000
8800.000
7800.000
6800.000
S800.000
4600.000
3aoo.ooo
2BOO.OOO
1800.000
800.000
_TVr.i;*.">03 "
l^OuO.OOO
\U «*«••»o»«t
3-JOOOO.OOO
fcSOOOO.OOJ
.000
000000.000
-------
PLOT OF tte
ANO PkEolcito
0.9 4.100PO.OOO 400000. OCU ' liJOOOOO.OOO IbOOOOO.OOO 2000000.000
--- ?f.i000.09f'-~ fOoOOO.OOO 1&»;!000.000 1*00000.000 1300000.000
' : NORIIFIEID - HIGH RDM
OURIDES
UM)
0
S
. 000
O.f>
YXE»N.....
INTF»Cf?T~
en?*1.
3 0
OP OO
0 P O
F or
ro
67500.000
60000.000
• 52500.000
45000.000
• 37500.000
30000.000
» 22500.000
15000.000
UF
1 * 7500.000
SO •
•si •
•
• 0.0
• -7500.000
,|;-TV
1<;OJO!)0.000 - 1600000.000 2000000.000
0 1<»OOOOU.OOU luOOOOU.OOO
TO
-------
PLOT OF OBSERVED ANO p«fci>icito VALUES,
(00 " 3750UU.O
.»....••.
- uw RJ»
-LSIION ('jp'.
F
VALUE
7
£
0
i
X
I. 07607
BP
=O r
— 40 n o . •» n n - »
»»
>» 0
0
p' o
PPO
P U 0
0
00 0
3 0 P 0
------ -O 0
i trim t-O'jr
675000.000
TO •
TOTAL....
1
+t>
4.7
.00000.000
9800.000
8800.000
7800.000
6800.000
5800.000
4800.000
3800.000
2800.000
1800.000
800.000
-------
PLOT OF OBSERVED AND PPEDICTtO VALUES.
^a?l?0.'>0'« *
. VALUE
. 51.63870
2
sJ. i«.cin.
0000.000 •
SPSQ.nno *
o a
0 a
0 OPP 0 0
o r^>p
Op
p 0
•
• •
PP 0 0
L *o
•
0 PP 0
P 0
P • o
p
300
0
S°" ^aFjoo^
TOTAL.... "»0
rOAOu r^or*
OsO^^FPUF > V
o-poriTrTcT* Y
31500.000
27750.000
!
24000.000
I
|
j
202SO.OOO
16500.000
i
r
1P7SO.OOO
5250.000
1500.000
1
~q=o-^co"i/Fp>=oDFr)TrTf n
.600-
*ndcoo.ooo i/ofld'on". ooo ^oo"'00*00?
p.y »*00300.0 1600000.000 ii
-------
PLOT i)K oasEKveo AND p*
-------
"LOT OF OBSEKVcD AND owEUlCltO VALUtS.
«'«f3rl''!)l>.l1oa 3750'.' K'.OOO bitaOOQO.UGO 6/SOOOO.OOO H2SOOOO.OOO
l/O^ lui'OOO'f.yoC <*5 .
.' CO«"»"TL»TI'1N
e1. it't'-f
• 3ASOO.OOO
B » 30750.000
87000.000
F
VALUE
" 137.42H07
7
•" •>"
I* 0
0 H
0 P
« 23Z50.000
• 19500.000
1S7SO.OOO
l?roo.ooi
4=00.00il *
0 0
3
o P
P 0
12000.000
6250.000
• 4500.000
1 ?.oou
Sf 1LV - j!ii)uu.oon
I —
Ofl oJSOOOO.OOO
boooooo. oco • /•sooooo.ooo
750.000
1
11
1?
-------
OF OWbtxveO *(*0 PrttOlCTtO VALUtS.
•VOu 00. JO..
»?T)01.0<10
9J3C60.003 1^1)0000.000 IbOOOOO.OOO
750030. OCo lOiOOOO.OOO 1350000.000
I WILBER - IDM FLOW
'SOLIDS
: LOAD
f »'
a
VALOt
VJ3. 05392'
Y_
r.y" r
P 0
o c
ft- 0
P 0
3825.000
3450.000
3075.000
» 2700.000
2325.000
1950.000
« 1575.000
1200.000
a
M
»VMATIO\
tVWT-lTlO-1
»FF OF
KSEF.CO*
1
lu
835.000
A50.000
-Tn:opo.nnn
1-5'• ••i:>."0'.
AOOOiiO.090 ^00000.000 • 1200000.000 1SOOOOO.OOO
ii litioau.OUU iySOOOO.OO" U50050.000
T -
-------
PLOT OF OBSERVED AND PREDICTED VALUES.
ioooaeo.888
7500000.000
10500000.000
13580000.000
0.0
3000000.000
6000000.000
9000000.000
12000000.000
.MILDER-HIGH FU3W
31500.000 •
. LOAD
» 31500.000
1 P
XMEAN
10351.323S8
— INTERCEPT-^ VALUEK«3«1707.31338 .
24000.000
•_ 24000.000
- Jf _
-VAtOE
20350.000
18.75551
1J750.001 •
« 127SO.OOO
——SOURCE OF-VA9IATIOM-
FBCEOOM
9000.000 * 00 PP
0 P
: . 00 I»P
ff
DEVIATION AROUT REGRESSION....
— — — ^— ^— TOTAI .
1 9000.000
aft » — • —
OOPP
0 P
1500.OOP »—
1500.000
COOES
s-2250.000
1SOOOOO.OOO 4500000.000 7500000.000 10500000.000 13500000.000
0.0 3000000.000 6000000.000 9000000.000 12000000.000
tf»H ^/* at p CJtTrtJDS f ROM '^ttf^^f^^P** TO **••**•*»*
I - HARDNESS its/day
-------
PtOT OF OBSERVED AND PREDICTED VALUES.
inooooo.009
0.0 400000.000 000000.000 1200000.000 1600000.000
: WIUER- UM HJW
MMUB OOP • HftRgESS
•**UU • WUU r«»«^*^
lLOAD
• •- - 7800.000
7POO.OOO -•-• - - - _
.
IxHEAN 75.75000 '
. YfEftN.....^20300,0^607 _ ^ 6800.000-
»i»>00.000
. INTERCEPT »** —
T - HARKI2SS Ibs/day
-------
PLOT OF
AND HkeuicTto
WILDER - HIGH FUN
SULFATES
.uuu <:100000.000 2700000.000
lai-'jooo.aoe 2*00000.000
31500.000
10-ill
" (A v.n.u-J .'..
F
VALUE
00
4^
00
169.03896
0 P
. 27750.000
34000.000
20250.000
» 16SOO.OOO
12750.000
00 OKP
r-O
PPO
,0
>F V«"fI*TI3-J
To" *fn,«i ss I ^".TJT^ •
.•*••••*•
laOOOOO.JOO
H)0
T - SULTATE Its/day
" 1
?«*
10
.»*....*..•.*....*....*..•.*••.•••••
210UOOO.OOU 2700000*000
IOU 2<«00000.000
• 9000.000
S2SO.OOO
1500.000
• -2250.000
-------
VALUtb.
.U'"iit>'i.i.".> i
-•n-••*••••-••.•;•
! HIUDER - UW FLOW
'?.''. * .
! HMD
7000.
C ••' ' !-)...-
> j r .-- ......
3 '0 '
.'.-.'5517
»M."J I' 0 «) . tK") VOOOOO.OuO llOUOOO.OOO
.i 75<)0i>0.000 . 10SOOOO.OOO
• 8800.000
• 7SOO.OOO
6800.000
CO
F
VftLUt
20H.V0776
OC
PP
P 0
S800.000
* 4000.000
3900.000
•jonn.'»nr *
OJ ->
0 Or-
C'J
ZBOO.OOO
1800.000
800.000
1
*?^ •
i-4 • -200.000
(D
t-POOOO.CJJ'j'
J«)0.vrtll
T - SULFATE lb»/day
VtJOCOO.OOO 1
-------
ML'»I OF OobEnvEO A*0 PHEUICItO V»LOtS.
lbl.iiOn.utK- •»•»-. u-.i-j.'JO') 7500vO.OOU JO&OOOO.OOO 1350000.000
>,jv'OoU".0~t.t bl.-CCO.WOO VO'JtlOO.OOO 1300900.000
; HIUER - HIGH RDM
! Q1JDRIDES
! U3AD
31500.000
P
277SO.OOO
24000.000
F
VALUE
105.15770
tn
O
•*.
o
o P
• 20250.000
« 16500.000
I
x
12750.000
0 P
PP 0
u
OOP- 0
P 0
V.*.-TaTI"N
•••>ii; •!....
ror..L....
COOPS
9000.000
5250.000
1500.000
• -2250.000
1350000.000
•tOQOUO.ttOQ ' >»0 jOOU.OSJil
I - CHLORIDES Ibs/day
-------
ANO 'KtulCltO V»LUtS.
3 'Mf.n.O'j i
•»it!)i>{i.OUi) 1 vjci'C.ooo 210000.000 270000.000
12tM>00.000 180000.000 2*0000.000
. .» . »....«.........»'. ...*....*....«....*....*....».
I WUB-LDWRDW
I QLDRIEES
I LOAD
o f
• 8800.000
7001).nf>^ *
• 7800.000
6800.000
VALUE
• saoo.ooo
B
i
M
o -
0 -H
(J
4800.000
3800.000
f1 P
2800.000
t(o 0
f- 0
* 1800.000
Ot""fcfc Of »
FrtfFOOM .
800.000
r»rVT»TIOM aaniJT x»i>»» a-m,m....
TOI AC....
• -200.000
T>o'>r'.0(!0'
O.u
ro
ISOGOO.uOO • 710000.OAO 270000.000*
.1 1HQOOU.OOO 2*1)000.000
------- |