REPORT ON EFFECTS
OF THE
PROPOSED PASSAIC RIVER g,LOOD CONTROL PROJECT
WATER QUALITY AND VECTOR CONTROL ASPECTS
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REPORT ON EFFECTS
OF THE
PROPOSED PASSAIC RIVER FLOOD CONTROL PROJECT
WATER QUALITY" AND VECTOR CONTROL ASPECTS
U. S. Department of Health, Education., and Welfare
Region I and II
Public Health Service
Bureau of State Services
Division of Water Supply and Pollution Control
New York, New York
May 1962
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Table of Contents
Page
I. Summary and Conclusions 1
II. Introduction ^
III. Description of the Passaic Watershed 7
IV. Inventory of Water Use 11
V. Water Quality Evaluations 13
VI. Effects of the Proposed Flood Control Structures on
Water Quality 18
VII. Tangible Benefits of the Proposed Flood Control Project 31
VIII. Acknowledgements ^0
List of Figures
Fig. 1 Passaic River Flood Control Project
Fig. 2 Quality Profile of Passaic River from Headwater to
Little Falls
Fig. 3 Quality Profile of Passaic River from Headwater to
Little Falls
Fig. k Quality Profile of Whippany River from Headwater to
Confluence with Rockaway
Fig. 5 Passaic River Dissolved Oxygen Samples Showing Water
Quality Deterioration
Fig. 6 Northern New Jersey Municipal Water Systems
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List of Tables
I. Millington Reservoir: Important Area, Dapth
and Volume Data 21
II, Unregulated Flow Frequency, Passaic River at
Millington, New Jersey 23
III. Water Quality at Millington 27,28
IV. Benefits to the Passaic Valley Water Commission 36
Appendices
A - Passaic River Inventory of Water Uses A-l
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I. SUMMABY AND CONCLUSIONS
1. Both the scope and depth of this preliminary engineering report,
in regard to water quality and vector control aspects of the proposed
Passaic River Flood Control project, were restricted because of
limitations in time, money and personnel. Aside from general intro-
ductory material, this report considers only factors of major
importance. More detailed studies of water quality and vector control
aspects should "be considered "before the Passaic River Flood Control
project enters into the advanced stages^of engineering design and
construction.
2. Annual dry weather flows are low along the main stem of
the Passaic River because almost l/b of the drainage area of the
Passaic Basin has been impounded for municipal water supply purposes.
3. With the exception of ts® industr^f, innlnrUng*. a. paper
mill which is currently constructing additional secondary treatment
facilities, all known sources of municipal and industrial wastes
received the equivalent of at least secondary treatment prior to
discharge to the Passaic River and its tributaries above Dundee Dam.
Many municipal and industrial waste discharges receive the equivalent
of tertiary treatment at the present time.
4. During periods of low flow, the quality of the waters in,
the Passaic and Whippany Rivers is poor and results in high municipal
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and industrial water supply treatment costs.
5. The proposed Passaic River Flood Control Project including
the construction of the Millington Reservoir and channelization of the
Passaic River should result in significant water quality improvements
along the Passaic River from Millington to tidewater at Dundee Dam.
Maximum development of the drainage area above Millington and
subsequent discharge of a minimum, sustained flow of 63.5 cfs from
the Millington Reservoir will augment low flows and result in water
quality improvements. Storage in the Millington Reservoir will
improve the quality of water available for stream flow regulation. In
turn, augmentation will dilute treated sewage and industrial waste and
improve water quality conditions in the Passaic River from Millington
to Dundee Dam.
6. Passaic River channel reconstruction will provide flow
conditions more conducive to natural stream purification. In addition,
channelization and associated drainage of marsh and meadow lands
adjacent to the Passaic River will greatly reduce the cost of an
adequate mosquito control program and provide benefits that could be
obtained only be expenditures greatly in excess of those currently
expended.
7. The proposed Millington Reservoir and downstream
channelization project will result in tangible economic benefits which
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will accrue to municipal water systems. Based on an average future with-
drawal and treatment of 55 MG-D during the first fifty years of project
life the reductions in chemical dosage costs and other costs will result
in average yearly widespread savings in the order of $25.,000 per year.
8. Widespread general benefits will accrue to industrial
water users along the lower Passaic River as a result of improvements
associated with stream flow regulation for water quality control.
Annual benefits to industrial water users are estimated to be in
the order of $25*000 per year.
9. It is estimated that the channelization of the Passaic
and its tributaries and reclamation including drainage of marsh and
meadow lands will result in annual mosquito control benefits in the
order of at least $160,000 per year.
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II. INTRODUCTION
Authority for Report
By a letter dated October 19> 1961 the New York District of the
Corps of Engineers requested the Public Health Service to proceed with
a study and report on water quality and vector control aspects of the
proposed Passaic River Basin flood control plan. The study of the
regulation of stream flow for the purpose of water quality was per-
formed "by the -Public Health Service, Region II, Office of the
Department of Health, Education and Welfare, under the authority
contained in Section 2 (b) of Public Law 87-88.
Scope of Report
The scope and depth of studies and investigations presented
in this report were restricted because of time, money and personnel
limitations. As indicated below, only items of major significance
were considered consistent with the preliminary, survey scope of this
study.
The October 19, 19^1 letter of the New York District of the
Corps of Engineers requested a report considering the effects of the
proposed plan of improvement on water quality and vector control and
specifying dollar value which can be expected to accrue. This letter
also referred to the desired scope of the report:
While a letter type report is considered to be
insufficient for this basin study, an abbreviated
If
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but technically factual report would "be desirable.
In order to conserve funds, such items as basin
description, physical and economic characteristics
of the territory and climatological characteristics
should not be included in the report since they
will be extensively covered in another part of
the over-all study.
Consistent with the request of the Corps of Engineers and
consistent with the availability of time, money and personnel, the
scope and depth of this report were restricted solely to a consideration
of factors of major significance in terms of water quality and vector
control. Thus, population studies and economic studies were not
undertaken; however, a brief description of the Passaic Basin is
included hereafter for purposes of orientation and to facilitate
understanding of subsequent sections of this report. Following a
brief description of the Passaic Basin, the remainder of this report
is restricted to:
1) The presentation of a summary of significant data secured
in the development of an inventory of water use including municipal
and industrial water supply, recreation, and sewage disposal for the
Pafisaic River Basin.
2) A brief evaluation of present surface water quality in the
Passaic and Whippany Rivers.
3) An evaluation of the effects of the proposed flood control
improvements on water quality along the Passaic River from the
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proposed Millington Reservoir to tidewater (below Dundee Dam) plus a
brief description of the effects of the proposed Ramapo and Whippany
Detention Dams and the proposed channelization of the Passaic,
Pompton, Rockaway and Whippany Rivers (below the Whippany Detention
Dam).
k) The presentation of tangible benefits to water quality
and vector control associated with the proposed plan of improvements.
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XII, DESCRIPTION OF THE PASSAIC WATERSHED
Hie Passaic River drains an area of approximately 935 square
miles situated predominantly in the northeastern portion of New Jersey
and partly in the southeastern corner of New York. The basin is roughly
elliptical in shape with a northeasterly length of about 56 miles and a
width of some 28 miles. Population density varies from the heavily
populated cities of the New York Metropolitan area to the almost
deserted hills of the Ramapo Mountains«
The watershed can be divided into three distinctly separate
physiographical regions with differing hydrologic and geologic
characteristics. The largest region, called the Highland Area
comprises about 55 per cent of the total watershed area and occupies
the northwestern half of the basin. The next largest, the Central
Basin, is located in the southerly portion of the watershed and
constitutes a little over 25 per cent of the total area. The smallest,
called the Lower Valley, comprises only about 20 per cent of the
watershed area and occupies the eastern fringe of the Passaic Basin.
Figure 1 is an illustration of the Passaic watershed.
The Highland Area
The Highland area is a wooded mountainous region of approximately
489 square miles composing the northwestern half of the watershed.
This region, which is the eastern edge of the Appalachian Highlands is
characterized by a series of parallel ridges and valleys running in a
generally northeasterly direction. The terrain is rugged and the
narrow steep sided valleys contain many natural and man made lakes.
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^'^5 ^ ' "i1-. • -
jg'ijiw . WSfttS-.'A'.-V.
Sae Mia report
Figures l «ad 5 for
locations hoc ladicatad
on tkia figttr*.
PASSAIC RIVER
FLOOD CONTROL PROJECT
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In general, the area is sparsely settled and supports relatively few-
industrial or manufacturing establishments. In the past decade there
has "been an increase in population due primarily to the residential
desirability of this region and ready accessibility to New York City.
It is anticipated that this trend will continue and probably accelerate
in the future,
ft*ssa'\c CAviec Bas»*>
The li^hla^ida-wertei;she4^has, been extensively developed for water
by WaJor s-^uWj He.
supply purposes^ The Pequannock, Wanaque and Rockaway Rivers have been
subjected to near maximum development.
boil* ;rv &
Wanaque Reservoir, with a capacity of more than 28 billion
gallons impounds the Wanaque River and is administered by the North
Jersey District Water Supply Commission .¦which serves the Passaic
Valley Water Commission (Passaic, Patterson and Clifton), Mbntclair,
Glen Ridge, Kearny and Newark, The dependable yield of Wanaque was
increased in 1952 from 82,5 "to 110 MGD by pumping into the reservoir .
TWe has rec^-r'b o«*a
from the Ramapo River during periods of high flow, fbeCasoit*
#V 4K& rtea-co f.
The upper reaches of the Rockaway River provide the watershed
for Split Rock and Boonton Reservoirs which serve the communities of
Jersey City, Hoboken, Lyndhurst, North Arlington and several others.
These two reservoirs, with capacities of 3»3 and 7»5 billion gallons,
HI
respectively, have a dependable yield of <*p>MGD.
The fourth Highland Area River, the Ramapo, has not been
impounded for water supply storage. However, Ramapo water is pumped
to Wanaque Reservoir during high flow periods and used to increase
Wanaque's dependable yield.
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The Central Basin
The Central Basin has a drainage area of 235 square miles and
is located in the south central portion of the Passaic watershed.
Elevations in the Central Basin vary from 150 feet to over 500 feet
above sea level. Small hills, generally milder terrain, flat meadow-
lands, and extensive areas of fresh water swamps are characteristics
of the basin. Some rural areas remain, but primary development at
present is for residential uses and smaller industrial facilities.
Many small and highly desirable residential areas were developed in
the past decade, and it is anticipated that this trend will continue.
The Whippany River flows eastward past a series of industrial
facilities and through several large swamps before joining the Passaic
River.
The Passaic River has its headwaters at the southerly tip of
the Central Basin in the area that is essentially rural in character.
It flows through an extensive area of fresh water marshes known as
the Great Swamp before turning north to its confluence with the
Whippany and then the Pompton River.
Lower 1 ey
The Lower Valley is located on the eastern edge of the Passaic
watershed and comprises some of the most densely populated and highly
developed land in Hew Jersey. The area is essentially a flat, wide
flood plain with abutting low rolling hills varying in elevation from
sea level to 150 feet. There are three dams in this reach; Beatties
Dam at Little Falls, the Society for Useful Manufacture (S.U.M.) Dam
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at Great Falls and. the Dundee Dam at Passaic with a total vertical drop
of approximately 113 feet*
The lower Valley is highly industrialized and includes the cities
of Patterson, CLifton, Passaic, Montclair, Nutley, East Orange, parts of
Newark and many other important northern New Jersey cities* The tidal
section of the Passaic River below Dundee Dam is used primarily for
marine transportation*
The Corps of Engineers Passaic River Project
This project consists of channel improvements, local protection
works, a tunnel to divert flood flows, two detention areas (with no
provision for storage for stream flow regulation), and the Millington
Reservoir. Section VI presents a brief description of the portions of
this project pertinent to this report*
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IV. INVENTORY OF WATER USE
A comprehensive inventory of all known water uses within the
Passaic Basin is included as Appendix "A". Significant water uses,
including recreational, municipal or Industrial water supply, sewage
effluent disposal, special fire protection, hydraulic power, and
cooling water are listed with an estimate of present use, available
treatment and population served. The size of this inventory is
indicative of the tremendous economic and social importance of the
Passaic Basin waters.
An evaluation of the data included in Appendix A revealed
that the domestic wastes from over 250,000 persons are discharged to
the Passaic River and its tributaries above Little Falls following a
minimum of secondary sewage treatment. Treated domestic waste discharges
above Little Falls amount to l8.^ MG-D (28.5 cfs). Tih mi|i in 1 li mtt>
Treated industrial waste effluents which are discharged
to the Passaic and its tributaries amount to about 11 MOD (17 cfs) above
the Little Falls intake of the Passaic Valley Water Commission. Thus,
exclusive of cooling waters, about 2$.k MGD or about ij-5 cfs of treated
municipal and industrial wastes are discharged to the Passaic River
above Little Falls.
The lower valley below Little Falls is highly industrialized
and includes the cities of Patterson, Clifton, Passaic, Montclair,
Nutley, East Orange, parts of Newark and many other important northern
New Jersey cities. Except as noted hereafter, the sewage and industrial
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waste effluents from the previously cited communities are discharged
to the Passaic Valley Sewerage Commissioners primary treatment plant
for ultimate disposal in upper New York Bay. The lower section of the
Passaic River "below Little Falls receives about MGD of sewage
effluents from sewage treatment plants. The inventory also showed
that about 8 MGD of cooling water is withdrawn and subsequently
returned to the river. In addition, industrial users withdraw in
the order of 20 MGD from the lower Passaic. To a large extent the
latter flow is discharged to sewers leading to the Passaic Valley
Sewerage Commissioners primary treatment plant for ultimate disposal
in upper New York Bay.
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V. WATER QUALITY EVALUATIONS
A limited stream survey was conducted during the fall of 1961
to secure information in regard to water quality along the Passaic
and Whippany Rivers, since available information indicated that the
quality of water in these rivers is a critical factor in connection
with over-all water quality in the lower Passaic River. It is in
the lower stretch of the Passaic .River, from the intake of the
Passaic Valley Water Commission at Little Falls to tidewater, that
the majority of tangible water quality benefits were anticipated.
Figures 2 and 3 are water quality profiles along the Passaic
River and graphically demonstrate the results of sampling runs per-
formed during the fall of 1961. As previously noted, approximately
29.b MGD or ^5 cfs of municipal and industrial waste effluents are
discharged to the Passaic River following a minimum of secondary
treatment throughout the Passaic Basin above Little Falls. During
the survey a sewage treatment plant with an average flow of 1.6 MGD
was bypassing aeration tanks during the period of sampling. The
over-all deterioration of water quality in the upper Passaic is
apparent. The sampling runs were made during low flow conditions.
During the sampling runs, gas embul 1 Itlons, sludge deposits, odors
and prolific algal growths were noted between Chatham and Little Falls.
The worst sampling conditions were encountered on November 2, 1961
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Quality Profile of Passaic River from Headwater to Little Falls
Fig. 2
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rinrTT i i r nrri'Trn i i m ¦: i r. i ni^» i ¦ . i - i • i i i ~i - 1
QUALITY PROFILE OF PASSAIC RIVER FROM HEADWATERS TO LITTLE FALLS
Fig. 3
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when the run-of-the river flow at Little Falls was 120 cfs. While
water quality is influenced by many factors aside from the quantity
of flow, U.S. Geological Survey flow exceedence curves indicate that
flows of less than 120 cfs at Little Falls occur about 10$ of the
time. Similarly, flow exceedence curves indicate that when the
Little Falls flow rate is 120 cfs, the corresponding flow rate at
Mlllington is approximately 8.6 cfs.
The effect of poor quality water from the lower reaches of
the Whippany River upon already deteriorating Passaic water is
apparent in Figures 2 and 3 particularly regarding BOD, dissolved
oxygen, color, and turbidity. Similarly, the beneficial effect of
dilution from good quality Pompton water is evident from the overall
water quality improvement noted in Figures 2 and 3 between the
sampling station at Route k6 Bridge and the intake of the Passaic
Valley Water Commission at Little Falls.
The increase in synthetic detergent (ABS) concentration is
indicative of accumulating amounts of non degradable sewage effluent
in the river water. During the sampling runs, detergent foam was
observed to cover the Passaic River at Little Falls below Beatties
Dam. There are recorded instances when unsightly volumes of foam
were formed below the Great Falls in Patterson. The New Jersey
State Department of Health conducted detergent tests in October 1961
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and announced that detergents were "above the state's level of safety"
at West Patterson, Cedar Grove, and Totowa.
Results of the water quality sampling runs on the Whippany
River are shown in Figure 4. Of particular significance are the
decrease in dissolved oxygen and temperature increase of almost 20
degrees F. downstream from paper mills having an installed capacity
of 1300 tons/day of pulp. Pollution from this source was so serious
in 1958 that the Passaic Valley Water Commission Treatment Plant at
Little Falls was forced to shut down for several days, and obtained
water from overdrafts on the Wanaque supply. Since then, paper
production has been, in effect, controlled by the F\TWC in order to
protect the Passaic River as a source of raw water. It is
significant to note that the mills were operating at about 50 per
cent of capacity for 2 months in 1961. Severe production
restrictions were also imposed in i960, 1959; and 1958. Additional
secondary facilities for the treatment of the paper mill wastes are
under construction to aid the existing facilities which are seriously
overloaded.
Comprehensive data from the many waterdied sampling stations
maintained by the Passaic Valley Water Commission were also studied
and indicated a definite year-to-year water quality deterioration
trend with periods of critical quality occurring during low flow
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PROFILE OF WHIPPANY RIVER FROM HEADWATER TO CONFLUENCE WITH ROCKAWAY
Fig. h
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conditions.
Figure 5 is a graphical demonstration of the reduction in
dissolved oxygen noted over the past ten years. The results of bi-
weekly dissolved oxygen samples, taken "by FVWC watershed inspectors,
were plotted for 1950 and i960. Two of the sampling stations are
located at relatively good "upstream" points and two are located
at "downstream" points. (See Figure 1 in main report for Figure 5
locations). Dissolved oxygen concentrations for all four stations
approach equality during winter months -when flows are high. However,
there is an appreciable spread "between upstream and downstream
oxygen concentrations during summer months when stream flows are
low and the effects of treated sewage effluents greatest. Of
particular significance is the fact that dissolved oxygen
concentrations ware lower at both upstream and downstream stations in
i960 than in 1950. The comparisons are more dramatic when it is con-
sidered that i960 was a relatively "wet" year and 1950 a "dry" year.
This comparison indicates the increase in pollution which has
occurred over the past decade.
The present poor water quality conditions along the Passaic
are to a large extent the result of discharges of over 29 MGED (45 cfs)
of treated sewage and industrial waste effluents above Little Fall3.
The need for stream flow regulation for water quality control to
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increase available dilution of treated wastes i8 apparent "when it
is recalled that past records indicate that the flow at Little Falls
is 120 cfs at least 10 per cent of the time.
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VI. EFFECTS OF THE PROPOSED FLOOD CONTROL STRUCTURES ON WATER QUALITY
Ramapo Detention Dam
The proposed Bamapo Dam and detention reservoir. Figure 1,
will "be filled only during periods of high runoff and the temporarily
impounded water discharged within a few days after flood conditions pass*
Consequently, Ramapo water will be impounded on relatively rare occasions
for a matter of only several days. Hence, it can be expected that the
only beneficial effect from the water quality viewpoint would be a slight
reduction in the high turbidity values normally associated with floods.
Additional studies (beyond the scope of this report) would be needed in
order to determine the desirability of additional development at this
site to permit stream, flow for downstream water quality control.
No municipal water systems will be affected by the proposed dam.
and reservoir. When final engineering plans are prepared, a study of
waste treatment plant outfall hydraulics should be made on the Ford Plant,
Mahwah, The American Brake Shoe Company Plant, Mahwah, and the Village
Plant, Suffern, in order to preclude the possibility of damage from
flood water backup.
Whippany Detention Dam
The proposed Whippany Dam* and detention reservoir, Figure 1, will
be operated in the same manner as the Ramapo Dam. Water will be temporarily
^Consideration of the possible need for permanent storage to permit stream
flow regulation for water quality control was not within the scope of this
report. However, the poor quality of Whippany waters would lessen the
feasibility of such a development at this site.
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impounded only during periods of high flow. As with the Ramapo Dam,
no significant water quality improvement other than a slight reduction
in turbidity is anticipated.
Ringleib's Landfill is located immediately downstream of the
proposed Whippany Dam at the confluence of the Whlppany and Rockaway
Rivers. This is a privately owned and operated landfill. At present,
this fill receives more than 1,000 tons per week of refuse from North
Jersey Communities. The refuse includes domestic garbage, industrial
chemicals, industrial wastes, septic tank pumpage, and other unclassified
wastes. A series of dikes around the landfill area have been constructed
by the operator in accordance with requirements of the Passaic Valley
Water Commission. The dikes prevent erosion of landfilled material
and reduce the amount of leachate seeping into the river.
During final engineering design, care should be taken to avoid
construction work in areas which have been landfilled, or, if this is
not practical, to take whatever measures are necessary to preclude
landfilled refuse or leachate from the rivers. It should be pointed
out that the location of landfilled areas is not precisely known since
refuse disposal operations have been located at this site in one form
or another for more than a century.
Ho municipal water supplies will be affected by the proposed
impoundment. However, the Hanover Township Sewage Treatment Plant,
presently under construction and scheduled for completion in the fall
of 1962, is located near the impoundment area of the proposed detention
area. This plant, rated at 1 MGD, should be adequately protected and
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provided with some method of removing sewage effluent during periods
of high river flow. This problem should be carefully investigated
since the plant outfall elevation is approximately 13 feet below crest
elevation of the Whippany Dam, 188.0 MSL.
In addition, a check of sewage plant hydraulics should be made
on the Esso Plant and the College of St. Elizabeth Plant when final
engineering plans for the Whippany Detention Dam are complete.
M-niington Reservoir: Site Considerations
The proposed Millington Reservoir, Figure 1, will be a large
multi-purpose reservoir located on the headwaters of the upper Passaic
River located in an area known as the Great Swamp. The dam and reservoir
have been planned to provide maximum development of the 55*^ square mile
drainage area which will permit a minimum, sustained discharge of 63.5 cfs
in the Passaic River below Millington.
The reservoir will be divided into two areas; the conservation
pool which will provide storage for flow augmentation and recreational
uses, and a fish and wildlife preserve occupying the northeastern half
of the reservoir. Inflow will come from the Passaic Rivornear Osborn
Pond and from two smaller streams which will be diverted around the
wildlife preserve.
Present planning for the Millington Reservoir calls for complete
denuding of the reservoir, the clearing of all muck to elevation 231.0,
and stabilization of the bottom. This will remove a large source of
natural organic pollution, and will eliminate a large mosquito breeding
ground - Great Swamp.
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Normally, as indicated in Table I, the reservoir will operate
with water surface levels varying from about elevation 238 to a minimum
elevation of about 231. Hie following table, calculated from Corps of
Engineers data, shows the range of depth and surface areas to be
ejected at those levels.
TABLE I
MTT.T.TwrvmTJ RESERVOIR: IMPORTANT AREA.
DEPTH AND VOLUME DATA
Elevation Surface Area Capacity Avg. Depth Max. Depth
feet acres acre-feet feet feet
238 5,400 k2,000 7.75 20
231 3,200 10,000 3.1 1^
During the growing season, a minimum water depth of five feet
will be maintained in all parts of the conservation pool. The shallower
depths will occur during the fall months of September and October.
The fish and wildlife area will be separated from the conservation
pool by a dike which will prevent water interchange between the two areas
except under extreme flood conditions estimated to have a return frequency
of 170 years. However, water will be pumped into the fish and wildlife
area from the conservation pool to replace water lost to evaporation and
transpor bation.
Pollution problems caused by a water interchange between the two
areas during extreme floods will be negligible due to the high dilution
available during this rare occurrence. However, in view of the high
population of waterfowl and other wildlife anticipated in the refuge,
every effort should be made to prevent the possibility of water from
the wildlife area entering the conservation pool during periods of
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normal flow. Water from an area such as the fish and wildlife preserve
may "be high in B.O.D., coliform organisms, and chemical nutrients that
would stimulate nuisance growths of algae within the main pool. Algae
blooms would, in turn, exert a deteriorating influence on water quality
and probably interfere with proposed recreational uses. The operaters
of this preserve should consider the possible build-up of total dissolved
solids which could have an adverse effect on this water quality,
A small municipal water supply system serving about ^500 people
in Bernardsville is located on Osborn Pond at the northwestern tip of
the reservoir. The raw water supply is drawn from Osborn Pond, an
artificial impoundment on the Passaic River. It is not anticipated
that the Millington Reservoir would adversely affect Osborn Pond and
the Bernardsville water supply. However, at the time of final reservoir
planning, the design and layout of the water treatment plant should be
thoroughly studied in order to preclude any possibility of contaminating
purified water storage tanks or lines.
A large privately owned and operated sanitary landfill, presently
receiving an estimated 300 tons per day of mixed domestic refuse for
disposal, is located at the northeastern tip of the fish and wildlife
area. It is estimated that an area of approximately 80 acres has been
filled since the operation began. Hie landfilled area should be diked
off or otherwise excluded from the wildlife area. Consideration should
also be given to land for future operation of the landfill since refuse
disposal sites are limited.
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M-niington Reservoir: Water Quality Considerations
The Millington Reservoir will benefit downstream water users
by increasing the dry weather flow available for the dilution of
treated sewage and industrial wastes as well as providing dilution
water of improved water quality in comparison to the current run-of-the
river water quality.
The unregulated, pre-impoundment frequency distribution of the
Passaic River flow data at Millington is presented in Table II.
TABLE II
UNRECTLATED FLOW FREQUENCY
PASSAIC RIVER AT MILLINGTON, NEW JERSEY
Flow Percent of the Time
cfs Less Than or Equal to
5 3-9
8.6 10
10 12.9
30 37.6
50 52.2
63.5 59-0
100 71.8
500 98.5
As previously indicated the current plan is for maxlmum development of
the 55.4 square mile drainage area above Millington to provide the
maximum possible sustained yield. The Corps of Engineers has determined
that, it will be possible to provide a minimum flow of 63.5 cfs at
Millington following the construction of Millington Reservoir.
Consideration of the data in Table II reveals that unregulated flows
have been less than 63.5 cfs approximately 59 percent of the time,
based on past records# Accordingly, development of the Millington
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Reservoir will greatly increase the availability of water for dilution
of treated wastes particularly during periods of low, natural flow in
other sections of the Passaic Basin. For instance, while the unregulated
flow at Ml 11ington is currently 8.6 cfs 10 percent of the time, post-
impoundment flows will be equal to or greater than 63.5 cfs at all times.
The significance of this increase flow at Millington can be
stressed by consideration of the following information. Analysis of
past records revealed that when the flow at Little Falls is 120 cfs
the unregulated flow at Millington is about 8.6 cfs. During the fall
1961 stream survey, poor water quality was observed below the proposed
site of the M1111ngton Reservoir on three different sampling days when
flows at Little Falls-were 120 cfs, 197 cfs, and 337 cfs (Figures 2 and 3)*
During the fall of 1961 an inventory of treated waste discharges indicated
that about cfs were discharged to the Passaic above Little Falls. Thus,
treated waste effluents constituted over 37 percent of Passaic River flow
when the Little Falls gage indicated 120 cfs on November 2, 1961. While
an increase from 8.6 cfs to 63.5 cfs at Millington will not completely
solve the water quality problems of the Passaic River, flow augmentation
from the Millington Reservoir will greatly improve water quality along
the Passaic River from Millington to tidewater.
In view of this need no evaluation was made of benefits from
flows of less than 63.5 cfs.
Before presenting an estimate of long-term Millington Reservoir
water quality, consideration must be given to water quality in the
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Passaic River that will result during the reconstruction of river
channels, construction of the Millington Dam and during the period
required for stabilization of the impounded water in the Millington
Eeservoir.
During the construction of this project it is anticipated that
cleaning, grubbing, and mucking operations will disturb large quantities
of clay, sand, and decaying organic matter. As a result, poor quality
water will occur and increased concentrations of turbidity, color, and
B.O.D. will be present. The extent of this water quality degradation
during construction will depend largely upon the methods of construction
employed* In any event, all possible efforts should be made to coordinate
this work so as to mitigate problems to downstream water users.
Following completion of construction, reservoirs require several
years for stabilization. During this phase, the quality of water within
the impoundment, and thus the quality of augmenting water, progressively
improves. Disturbed organic materials undergo decay and are stabilized
with resultant decreases in color and B.O.D. Storage results in the
settling of suspended solids and turbidity is accordingly reduced*
Ordinarily, a change in regimen from stream to impoundment
reduces the point to point reaeration capacity for the given stretch
of river. Thus, impoundment results in some reduction in dissolved
oxygen concentrations. However, the extensive surface area and
relatively shallow depth of the Millington Reservoir should more than
offset the loss of run-of-the-river aeration capacity. The combination
of shallow depth and large area will also expose greater areas of
25
-------
water surface to sunlight and serve to bleach out natural color. B.O.D.
is expected, to be lowered by removal of muck from the Great Swamp and,
following impoundment, the B.O.D. of reservoir discharges should be
low because of the effects of storage. Slight but insignificant
changes in alkalinity and chloride concentrations may occur. Although
the reservoir is relatively shallow, discharges during the summer
months should be lower in temperature than those presently encountered.
It should be noted that algae and other aquatic plant life
may constitute a problem during summer months. Maintaining a minimum
water depth of at least five feet during the norma.! growing season,
as is presently planned, will greatly reduce this problem. Furthermore,
an inventory of water use revealed reservoir eutrophication should be
relatively slow since upland sources of nutrients, such as sewage
effluents and farms with fertilized fields, are rare. The reservoir
water should be placed under surveillance for algal growths and remedial
steps taken as necessary*
Specific water quality data were obtained from an analysis of
available information on the Passaic River at Millington. Bi-weekly
samples were taken by the Passaic Valley Water Commission during 1961
and resulted in average values as follows J color of j6 ppm with a
maximum of 160 ppmj dissolved oxygen of j6 per cent saturation with
a minimum of 25 per centj and a B.O.D. of 2.3 ppm with a Tmvtrmim
value of 8.4 ppm. In addition, data for other similar upland watersheds,
collected by the Passaic Valley Water Commission over a 12 year period,
were studied and an estimate of present water quality in the Passaic
2.6
-------
TABLE TTT
WATER QUALITY" AT MTLLXPrGTOJI
Pre-Inrpo'iTirlTri^n.t Water Quality at M1,11 lngton
Plow In cfs at
Alk.
CEL.
Turb.
Color
BOD
DO
Temp
Mllillngton
sm
EES
EES
PPm
EEE
sm
Op
Ite cember-April
5-30
40-90
8-12
1-5
40-90
1-3
8-12
33-40
30-100
30-60
8-10
5-10
80-150
3-8
3-6
33-40
>100
20-40
4-8
2-8
40-80
1-3
8-11
40-50
May-July
5-30
^0-90
4-7
4-8
40-100
1-3
6-9
50-70
30-100
30-60
3-6
3-6
60-120
1-2
7-10
55-65
>100
20-40
3-5
3-5
50-100
1-3
8-11
50-60
August-Hbvember
5-30
40-90
6-12
2-8
40-120
1-2
6-9
55-75
30-100
30-60
5-10
4-12
80-160
4-10
4-7
50-70
>100
20-40
3-6
8-15
60-120
2-4
5-8
50-65
(Continued)
27
-------
TABLE III (cont'd)
^Anticipated Post-Impoundment Water of Augmented
Floy Following Stabilization
Flow in cfs at Alk. CI. Turb. Color BOD DO 3temp
Ml 11 ington ppm ppm ppm ppm ppm ppm °F
Dscembe r-April
>63.5 40-60 6-10 1-5 5-15 1-2 6-10 35-45
May-July
>63,5 30-60 3-6 1-4 5-15 1-5 5-10 45-60
August-November
>63.5 30-60 5-10 1-5 10-20 2-4 4-8 55-65
*Based in part on an evaluation of s1.mi.lar type watersheds which have
been developed in the area.
28
-------
River at Millington for three ranges of unregulated flow was prepared.
Based upon this estimate and the anticipated effects of impoundment,
a forecast of augmenting water quality following reservoir stabilization
was prepared. These estimates of pre-and post-impoundment water quality-
are presented in Table III.
In general, augmenting water discharged from the proposed
Millington Reservoir will, following reservoir stabilization, improve
the quality of water in the Passaic River during low flow conditions
since augmenting discharges will come from a stored, settled, and
aged water.
Reconstruction of River Channel
Deepening and straightening the Passaic, Pompton, Rockaway,
and Whippany River channels will be of significant importance in
both mosquito control and water quality improvement.
Floodwater mosquitoes (Aedes vexans) constitute one of the
principal nuisance mosquito problems in the Passaic River watershed.
These mosquitoes, which breed profusely in overflow areas along rivers,
are especially troublesome in this area because of their general
abundance, their aggressive biting habits during the day and night,
their attraction to lights in urban areas, and their long flight
range of from 5 "to 10 miles.
By deepening the river and confining flood flows within its
banks, frequent overflows into the meadows would be prevented, and
sufficient fall between the river and adjacent lands would facilitate
29
-------
drainage and deter the breeding of mosquitoes. In addition, faster
runoff from the meadows after any severe storms would reduce the
possibility of broods having sufficient time to complete their
breeding cycle.
Channelization of the Passaic River will remove the many
sina.11 pools that presently exist during low flow conditions. Combined
with the increased velocity of flow (and greater quantity from
augmentation) this will result in less opportunity for deposition
of solids*
Channelization will also have a beneficial effect upon stream
reaeration. This effect, combined with dilution from augmented flows,
should significantly increase the dissolved oxygen content during
periods of low flow.
One potential side benefit associated with channelization
may be replenishment of the ground water supply along the Passaic
River. Deepening of the channel will require cutting through impervious
clay lenses currently overlying the pervious ground water acquifier.
While it is pertinent to indicate this possibility, evaluation of benefits
associated with replenishment as well as of possible costs associated
with poor existing quality is beyond the scope of this report.
30
-------
VII. TANGIBLE BENEFITS OF TEE PROPOSED FLOOD CONTROL PROJECT
General
The proposed Passaic Rlyer Flood Control Project will result
in tangible economic benefits to the people of the Passaic Basin as
follows:
1) a reduction oiP-mosquito ..control and extermination costs
2) improved water quality from better flow conditions,
dilution, and flow augmentation of good quality water; and
3)- increasing the dry weather flow" along the;Passaic River
from Millington to tidewater by maintaining a minimum
flow of 63.5 cfa at Millington.
In addition, considerable intangible benefits with no monetary
equivalents may also accrue, but are beyond the scope of this report.
The greatest improvement and hence greatest benefit will
occur in the reach along the Passaic River from Millington to Little
Falls. The beneficial effects of maintaining a low flow of 63.5 cfs
at Mllington will diminish downstream as the percentage of dilution
decreases as a result of incoming tributary flow. However, benefits
are anticipated as far downstream as Dundee Dam which is the beginning
of tidewater. It is anticipated that the benefits from stream flow
regulation for water quality control will be neglibible in the tidewater
reach below Dundee Dam.
31
-------
of Engineers project will result in annual mosquito control benefits
In the order of at least $160,000 per year.
Municipal Water Supply
The Commonwealth Water Company, located in Chatham along the
upper Passaic River, provides water for 10 smaller Passaic Basin
towns. The major source of water comes from an impoundment on
Canoe Brook, a tributary to the .Passaic. However, the company holds
to
diversion rights/ll.O MOD of Passaic water for flows above 116 cfs
(measured at Chatham) except during the four summer months. Since
diverted Rassaic water is stored prior to purification, an improve-
ment in water quality would probably have minimal effects.
The Passaic Valley Water Commission, located below Beatties
Dam at Little Falls, currently diverts and treats an average of 3^
MID from the Passaic River. Although diversion rights to 75 MOD
are held, the Passaic is considered to have a dependable yield of
only 35 M3D at Little Falls.* In order to increase the dependable
yield to 75 MSD, the Commission is presently constructing a 2.8
billion gallon reservoir at Point View on the Pompton River. Pompton
water will be pumped to the reservoir during high flows and discharged
* "1950 Report on an Additional Dependable Supply", Bogert-Childs
Engineering Associates to Plassaic Valley Water Commission.
33
-------
during low flows to yield the desired 75 MC® in the Passaic River at
Little Falls. Augmented flow from the Millington Reservoir will
provide an additional flow that will serve primarily to improve
water quality "but that will also "be available for water supply use
during an emergency or extreme drought.
The effects of flow augmentation and increased water quality
from the Millington reservoir upon the cost of water treatment at
the Passaic Valley Water Commission treatment plant were investigated
in terms of daily chemical dosages per million gallons of water
treated versus daily run-of-the river stream flows at Little Falls.
It was found that treatment costs are generally inversely propor-
tional to river flow and water quality. That is, the chemical dosage
per million gal .Ions of water treated increases as either river flow
or water quality decreases. Based on the U.S. Geological Survey
flow exceedence curves for the Passaic River at Millington and at
Little Falls, an estimate was made of the minimum chemical savings
resulting from maintaining a minimum flow of 63.5 cfs at Millington.
Annual savings of $1,200 for alum and $^,900 for chlorine were
estimated in this manner.
While studying the chemical use versus stream flow data a
phenomenon was observed which was termed the "rebound effect".
3^
-------
While chlorine dosages followed a definite pattern during descending
or slowly ascending river flows, it was noted that the dosages were
considerably higher than expected following rainfall. Higher
chlorine demands on days following rain storms are believed to "be
associated with the flushing out of organic matter from swamps and
pools, as well as normal stormwater runoff. It is anticipated that
the Corps of Engineers project, which includes the construction of
flood detention reservoirs, removal of the Great Swamp, and
channelization of the Passaic River, will reduce this "rebound
effect" by at least 50$ for estimated fifty days each year. The
savings in chlorine dosage which should result from a minimum 50$
reduction in the "rebound effect" is estimated to be $1,900 annually.
Improvements in water quality associated with flow
augmentation will also increase the in-service operating time of
rapid sand filters at the Passaic Valley Water Commission Water
Treatment Plant. Based on an evaluation of the Commission's
daily records, it is estimated that a 3$ increase in length of
filter runs will result. The benefits associated with longer runs
are estimated to be $2,000 per year. In addition, savings in other
water treatment chemicals (activated carbon, lime, sulfur dioxide)
are anticipated. Also, reductions in inventories and savings in man
power costs and power costs were also considered. The savings
35
-------
associated with reductions in these chemical, man power and power
costs could be in the order of $5;000 Per year.
It is estimated that savings of approximately $15,000 per
year could accrue to the Passaic Valley Water Commission as a result
of improved water quality associated with flow augmentation from the
Millington reservoir. Specific benefits are summarized in Table IV,
TABLE IV
BENEFITS TO THE PASSAIC VALLEY WATER COMMISSION
Dollars Per Year
Reduced alum dosage $ 1,200
Reduced chlorine dosage 4,900
Reduced "rebound effect" 1,900
Increased sand filter runs 2,000
Savings in other chemicals, man power costs 5>000
$15,000
Total Savings at 3^- MOD > $15,000
Average Future Savings at 55 MOD $25,000
The previously cited $15,000 per year are associated with the
treatment of approximately 3^ MGD. In order to determine benefits
which will accrue to the Passaic Valley Water Commission during the
future, an estimate of future withdrawals was prepared. Based on an
increase in both population and industrial demands for water within
the service area of the Passaic Valley Water Commission, it is
36
-------
NORTHERN NEW JERSEY
Canisteor
Reservoir
I
Clinton
Reservoir
Echo
Lake
Oak Ridge
Reservoir
T
Natural Streams
Macopin
Reservoir
Pequonnock
River
Ramopo Pompton
River Lakes
Splitrock
Reservoir
i
t
i .
Natural
Streams
i
i
Rockaway
River
i
T
Boonton
Reservoir
Wanaque
River
Wanaque
Reservoir
System # I
System #2
Passaic
River
y
Little Falls
— Pump Station —;
& Filter Plant ; I
Cedar Grove j
Reservoir
System #4
Belleville Reservoir —
New Street
Reservoir
Great Notch
Reservoir
~""i i
System #3
System #5
Communities Served
Note Intersecting lines denote interconnecting systems.
Figure 6A
-------
NORTHERN NEW JERSEY
SYSTEM * I
North Jersey District
Water Supply Commission
Bloomfield
Kearney
Newark
Elizabeth
Glen Ridge
Montclair
Bayonne
Belleville
SYSTEM *2
Newark - Pequannock
Supply
SYSTEM *3
Passaic Valley Water
Commission
I !
Patereon
Clifton
East Paterson
Harrison
Nutley
West Paterson
Passaic
Prospect Park
Garfield
Little Falls
Totowo
| SYSTEM *4
Jersey City Sup ply
Jersey City
J Hoboken
{ North Arlington Boro
i Lyndhurst
-------
VIII. ACKNOWLEDGEMENTS
The cooperation and assistance of the following agencies in
providing information and physical data on the Passaic River Basin is
gratefully acknowledged:
U.S. Geological Survey
State of New Jersey, Division of Water Policy and Supply
State of New Jersey, Department of Health
Passaic Valley Water Commission
Passaic Valley Sewage Commissioners
North Jersey District Water Supply Commission
City of Newark, Division of Water Supply
City of Jersey City, Division of Water
Particular thanks axe due to Frank J. DeHooge, Superintendent
of Filtration at the Passaic Valley Water Commission, whose fore-
sight in collecting water quality data on the Passaic watershed
assisted greatly in the preparation of this report.
ko
-------
APPENDIX A
ATTACHMENT E-2
PASSAIC RIVER
INVENTORY OF WATER USE
-------
APPENDIX A
PASSAIC RIVER INVENTORY OF WATER USES
EXPLANATION OF CODE
RIVERS (Column 2) WATER TREATMENT (Column 6)
B
-
Black Brook
CI
- Chlorine disinfecting
C
-
Canoe Brook
C
- Coagulation by chemicals
De
-
Dead River
S
- Sedimentation
D
-
Deepavaal Brook
SSF
- Slow sand filters
M
-
Mahwah
RSF
- Rapid sand filters
Pa
-
Packanack Brook
Misc
- Miscellaneous
P
-
Passaic
PSF
- Pressure sand filter
Pec
-
Peckman
Pe
-
Pequannock
Po
-
Pompton
WASTE
TREATMENT (Column 6)
Ra
-
Ramapo
Ro
-
Rockaway
S
- Sedimentation
S
-
Singac Brook
CI
- Chlorine disinfecting
Wa
-
Wanaque
TF
- Trickling filters
W
-
Whippany
L
- Lagoons
AS
- Activated sludge
SF
- Sand filters
USE (Column 3)
CW - Industrial cooling water
SD - Sewage disposal
IWS - Industrial water supply
MWS - Municipal water supply
RP - Recreation, park
HP - Hydraulic Power
FP - Special fire protection
A-l
-------
PASSAIC RIVER -- WATER USE INVENTORY
(1)
Name
PASSAIC RIVER
(2)
River
Mile
(3)
Use
(4)
Population
Served In
Thousands
(5)
Flow
MGD
(6)
Treatment
Power Plant P 2.0
River Bank Park P 4.8
Saddle River P 15.6
Pulaski Park P 15.9
Dundee Dam P 17.4
(Dundee Water and
Power Co)
Whippany Paper- P 17.4
board Co.
Garden State P 17.5
Paper Co.
C.S. Fields Co. P 17.5
Marcal Paper P 19.0
Products Co.
East Side Park P 19.7
Interchemical Corp. P 24.7
Public Service P 25.0
Gas Co.
S.U.M. Dam P 25.4
West Side Park P 25.6
Boro of Totowa P 27.3
Boro of W. Patterson P 27.4
Peckman River P 28.2
CW
RP
Tributary
RP
IWS
IWS
IWS
FP
IWS.FP
RP
IWS,CW
CW
HP
RP
SD
SD
Tributary
4.3
8.0
8.0
0.85
8.0
0.7
0.5
NONE
Misc
C1,C,S,SSF
C,PSF
TF,C1
C1,TF
A-2
-------
PASSAIC RIVER — WATER USE INVENTORY
(1)
Name
PASSAIC RIVER
(2)
River
Mile
(3)
Use
(4)
Population
Served In
Thousands
(5)
Flow
MGD
(6)
Treatment
Passaic Valley P 29.6 MWS
Water Commission
Beatties Dam P 29.6 HP
North Jersey P 30.6 SD
Training School
500
1.3
42
0.1
C1,C,S,RSF
TF,C1,SF
Singac Brook
P
31.9
Tributary
Deepavaal Brook
P
32.2
Tributary
Pompton River
P
33.0
Tributary
Whippany River
P
45.8
Tributary
Caldwell Township
P
46.2
SD
Foulertons
P
47.7
Tributary
Brook
Livingston Twp
P
49.0
SD
Main Plant
Livingston Twp
P
50.2
SD
Okner Pkwy
Canoe Brook
P
56.0
Tributary
Commonwealth
P
56.0
MWS
Water Co.
Madison-Chatham
P
56.4
SD
Joint Meeting
New Providence Twp
P
60.7
SD
17
22
28
1.8
1.5
.05
7.5
(Varies)
1.6
TF,C1
AS,CI
SF,C1
AS,Cl
Storm Water
Overflow,
above
1.12MGD-S,C1
A-3
-------
PASSAIC RIVER — WATER USE INVENTORY
(1)
Name
PASSAIC RIVER
(2)
River
Mile
(3)
Use
(4)
Population
Served In
Thousands
(5)
Flow
MGD
(6)
Treatment
Berkeley Heights P 63.8
Passaic Township P 67.7
Dead River P 70.5
U. S. Gypsum Co. P 73.2
U. S. Gypsum Co. P 73.3
Bernardsville P 78.3
SD 10
SD 1.2
Tributary
SD
IWS
MWS 15E
.75
.12
0.9
1.0
2.0E
TP, CI
TF.Cl
S ,L
NONE
C,S,RSF,Cl
Peckman River
Little Falls Twp
Verona Boro
Essex County
Institution District
Cedar Grove Twp
P 28.2
Pec 2.2
Pec 5.0
Pec 3.8
Pec 2.2
SD
SD
SD
SD
5.5
11
3.9
18
0.6
1.2
0.5
0.8
TF,Cl
TF ,Cl
TF,C1
TF,Cl
Singac Brook
Donahue's Restaurant P 31.9 SD
S 0.8
Wayne Township
Chemway Corp.
P 31.9 SD
S 2.2
P 31.9 SD
S 3.5
.01
0.5
0.1
S,SF,C1
AS,CI
AS,CI
A-4
-------
PASSAIC RIVER -- WATER USE INVENTORY
(1)
Name
PASSAIC RIVER
(2)
River
Mile
(3)
Use
(4)
Population
Served In
Thousands
(5)
Flow
MGD
(6)
Treatment
Deepavaal Brook
Curtiss-Wright
P
32.2
SD
2.5
0.07
TF,SF,C1
Corp.
D
1.0
Curtiss-Wright
P
32.2
SD
-
0.7
Oil Sep-Cooling
Corp.
D
1.1
water only
Curtiss-Wright
P
32.2
S&
0.3
0.005
SF.Cl
Corp.
D
1.2
Packanack Brook
Ramapo River
Pequannock
River
Wayne Township
P 33.0
Po 1.5
P 33.0
PO 6.6
P 33.0
Po 6.6
P 33.0
Po 1.5
Pa 1.5
Dupont Cap Works
Ford Motor Car Co,
Domestic Wastes
Pompton River
Tributary
Tributary
Tributary
Packanack Brook
SD
Ramapo River
SD
P 33.0
Po 6.6
Ra 2.6
Rfl 14.1 SD
Ford Motor Car Co. Ra 14.1 SD
Industrial Wastes
0.8
.03
0.1
0.8
TF,C1
SF.Cl
TF,C1
C,L,C1
A-5
-------
PASSAIC RIVER — WATER USE INVENTORY
(1)
Name
PASSAIC RIVER
(2)
River
Mile
(3)
Use
(4)
Population
Served In
Thousands
(5)
Flow
MGD
(6)
Treatment
American Brake
Shoe Co.
Suffern Village
Ra 14.5
Ra 14.9
Avon Products, Inc Ra 15.0
Industrial Wastes
Motel on the
Mountain
Ra 15.8
Town of Tuxedo Park Ra 21.3
Village of Tuxedo Ra 24.7
Park
Sterling Forest Ra 25.1
Gardens
Sterling Forest Ra 25.1
Corporation
SD
SD
SD
SD
SD
SD
SD
SD
0.2
2
0.9
Pequannock River
North Jersey P 33.0
District Po 6.6
Water Supply Pe 1.9
Commission Wa 5.1
Butler-Bloomingdale P 33.0
Po 6.6
Pe 4.4
MWS
750
Macopin Intake
P 33.0
Po 6.6
Pe 10.4
SD
MWS
219
0.015
0.55
0.002
0.005
0.04
0.07
0.05
0.05
99.0
1.0
58
SF,C1
TF,C1
Special
Process
TF,C1
TF,C1
TF,Cl
AS,CI
AS,CI
CI
SF,C1
CI
A-6
-------
PASSAIC RIVER -- WATER USE INVENTORY
CD
Name
PASSAIC RIVER
(2)
River
Mile
(3)
Use
(4)
Population
Served In
Thousands
(5) (6)
Flow Treatment
MGD
Rockaway River P 45.8
W 1.2
Hanover Township W 3.9
Black Brook W 4.6
Sandoz, Inc. W 4.6
Bell Laboratories W 5.8
Rowe Mfg. Co. W 6.0
Malapardis W 6.5
Brook
Whippany Paperboard W 6.9
Mfg. Co., Inc.
Whippany Paperboard W 7.0
Co., Inc.
Allied Chemical Co. W 7.4
U. S. Radium Co. W 7.4
Rayonier Co. W 8.2
Flintcote Co. W 9.2
Plant
Flintcote Co. Lab. W 9.2
Morristovn W 9.4
Whippany River
Tributary
SD
Tributary
SD
SD
w
Tributary
SD
IWS
SD
SD
SD
SD
SD
SD
0.6
0.06
.065
0.14
TF,C1
SF,C1
AS ,SF,Cl
17
8.5E C,S,C1
9.0 NONE
Discharge
Cooling Water
Only
.01 Discharge
Cooling Water
Only
.05 TF,C1
.01 S,SF,Cl
.001 S,SF,C1
1.5 AS,CI
A-7
------- |