HomeMy WebLinkAboutNorris Development Water and Sewerage 1973 - . oYSTEM~
;';ATr~R AND SE~ERAGE
!!OP-RIS DEVELOPMENT AT MATTITUCK
DECEMBER 1973
SCOPE ~
This report has been prepared to appraise the needs for
and effects of providing central water and sewerage systems to
supply the proposed Norris developments south of New Suffolk
Avenue, between Marratooka Lake and Peconic Bay. The overall.
Town of Southold water resources are also reviewed and refer-
enced.
SUMMARY
The affect of the proposed development can be summarized
as follows:
1. The consumptive water use for the proposed development
is estimated at 7,900,000 gallons per year or 21,600 gallons per
day. This compares to 14,800 gallons per day for 49 single
family, one-acre plots and 25,400 gallons per day if 75 per
cent of the area were used as irrigated farms.
2. The calculated permissive sustained water yield for
57.6 gross acres is 31,500 gallons per day, which is greater
than the calculated consumptive use.
entire pumpage would be consumptive
4~,400 gallons per day, or about 50
permissive sustained yield.
If recharge of renovated water were not done, the
use and would approximate
per cent more than the
4. The pounds of contaminants returned to the ground
will be less with the proposed development than with one-acre
development plots. 'Comparing septic tank effluent with the
proposed tertiary treatment plant effluent would show that,
even though pepulation is doubled, the following comparative
estimates favor the development plan:
(a) Nitrogen (ammonia, nitrates, etc.) would be
less than one-half.
(b) Bacteria would be a small fraction.
(c) Oxygen demand would be about one-third.
District, with the plant costs segregated from the distribution
system, assuming extensions in the future where all present and
future properties pay for district-wide facilities, including
supply, storage and transmission systems. Each section or ex-
tension would pay for its own distribution systems. The wells
should be located as near Lake Marratooka as is feasible to ~
take maximum benefit of its low nitrate water influence.
6. The recommended sewerage plan is a central collection
system, an enclosed tertiary treatment plant and return of the
(d) Suspended solids would be less.
The ~ecommended water plan is the creation of a Water/
renovated water to the ground water supply through open re-
,,charge basins.
7. The preliminary cost of the proposed systems and ap-
purtenances is approximately $250,000. for water and $400,000.
for sewage.
8. Though not a part of this report, we recommend that
rainfall runoff from all roof and'paved surfaces be diverted
to underground or open recharge facilities as far north in the
development as is practical.
AREA CHARACTERISTICS
The proposed site is south of New Suffolk Avenue, east of
Reeve Road, in the southeast sector of the community of Matti-
tuck, which is in the west section of the Town of Southold,
Suffolk County, New York. Southold Town is a long peninsula
with creeks lining the shoreline, providing a long shoreline
exposure in relation to total land area.
Southold has, for many years, been an agricultural area,
but has enjoyed a tremendous increase in popularity in recent
years with its wonderful tourist attractions, especially its
fine waterfront properties and water activities which are en-
joyed by thousands of tourists and summer residents. Most of
the development in the Town has occurred along the main arteries
and along the shore fronts. The 1966 land use tabulation shows
a total land area of 3~,600 acres, of which 2,670 are on Fisher's
Island, 1,331 on the smaller islands (Plum, Robins and Gull), and
700 acres are under water, leaving a net mainland area of 29,999
acres. Most of this is unoccupied potential residential prop-
erty with agricultural property accounting for 11,920 acres of
this. Other land zoning and uses are as follows:
Industrial - 100 acres occnpied, 170 acres vacant
Commercial - 160 acres occupied, 720 ~cres vacant
Institutional - 120 acres
Railroads~ airports~ utilities 160 acres
Roads and parkways 1,470 acres
Recreation and open space - 1,709 acres
In June of 1973, a report was submitted to the Town recom-
mending the creation of a Cutchogue - Mattituck Water District,
which if created, would have included the northerly edge of the
Norris development, and would have been in a position to extend
its facilities to include the Norris development and other areas's
which need public water supplies.
WATER RESOURCES
Various government agencies and consultants have prepared
reports covering the Town of Southold water resources and in-
formation. Reference is directed to the Cutchogue - Mattituck
Water District Report for a list of the more pertinent ones.
The predominant topographical features of the mainland
portion of the Town of Southold are the Harbor Hill moraine
which follows the shore of Long Island Sound and a Glacial
outwash plain extending from the moraine to the Bays. The
peninsula is divided into several ogmponents by salt water
ponds and inlets, almost creating islands. The fresh ground
water is exposed to salt water interfaces on the sides as well
as underneath, with the salt water generally closer to the
surface as you extend eastward. 'In some a~eas, the salty
ground water and fresh water are in dynamic balance and ap-
proximate conformity with the Ghyben-Herzberg principle. In
much of the westerly portion of the Town, fresh water extends
below an existing and confining clay~ but any appreciable
pumpage disturbs this equilibrium and oauses salt water to
extend upward.
The long shoreline exposure in the $outhold peninsula in
relation to its total area causes low ground water levels'and
a low amount of long term available water storage. During the
1965 drought, the water levels were reduced even in the high
level areas to about 3 feet above mean sea level. The water
budget area used to calculate the amount of recharge or avail-
able water resources Was selected as the 2-foot contour as it
existed in July 195§: for the western portion of the Town and
the 1-foot ground water contour for the eastern portion of the
Town, with Hashamomuck Pond being the dividing line between the
two portions.
As reported in the various data, there is a considerable
range of rainfall .'~ ' ~
~,z.nln the ~own of Southold, with the aver-
age precipitation at ~utchog~ of about 45 inches. The aver-
age for the Town is between ~3 inches and 44 inches. Previous'~
estimates ranging from 1.4 per cent to 10 per cent of the rain-
fall has been calculated to be lost as surface runoff in the
Town of Southold. The latest figures included in CPWS-24 indi-
cate 5 to 7 per cent loss by surface runoff.
Table 3-14 in C~WS-24 shows a water budget area west of
Hashamomuck Pond of 21 square miles, with a mean annual pre-
cipitation of 43 million gallons per day, a loss by evapo-
transpiration of 22 million gallons per day and a direct run-
off of 3 million gallons per day, providing a mean annual
recharge of 18 million gallons per day. Approximately 25 per
cent of these amounts are west of Mattituck Creek and 75 per
cent east. of Mattituck Creek. In the balance of the Town area
east of Hashamomuck Pond, the water budget area is 6 square
miles~ with a mean precipitation of 12 million gallons per day,
an evapotranspiration of 6 million gallons per day and a direct
runoff of about 1 mill'ion gallons per day, providing a mean an-
nual recharge of 5 million gallons per day. These estimations
show a recharge rate per square mile of water budget area of
nine-tenths of a million gallons per day over the 27 square
miles. Based on the total Town area of 47 square miles, the
average mecharge per square mile is 0.5 M.G.D.
With regard to rechaPge basins, they should be encouraKed
for the accumu!aticn cf surface runoff and its return to the
water table. This kecomes increasingly important as the area
may develop, causing more widespread areas of impervious mate-
rial subject to a higher percentage of runoff than now exists.
Recharge basins are also more economical than major drainage
systems. ~
The CounTy test wells installed in conjunction with CPWS-2~
disclosed the location of the salt water interface in Aquebogue,
Cutchogue and Southold. Salty water was found in the Southold
well at depths below the clay at 180 feet. Between Cutchogue
and Mattituck on Alvah's Lane, the salt water was encountered
at 320 feet below grade, but pumping tests indicated that it
is not feasible to withdraw any appreciable quantity of water
from below the clay which extends from 120 to 220 feet below
grade. In Aquebogue, on Tuthill Road, the well is drilled to
a depth of 700 feet, with salt water encountered at a depth of
S20 feet. A permanent observation well was placed at ~S0 feet
so that future monitoring of the movement of salt water upward
can be observed at this location.
CPWS-2~ projects that all future pumpage in the Town of
Southold will be from the Glacial formation, with projected
amounts of about 10 million gallons per day by 1985 and about
20 million gallons per day by the year 2010.
The State Department of Environmental Conservation has
issued a decree or policy that all waste water treatment plants
.%..
must be prepared hy some future date to recharge at least 50
per Cent of the trea~ed waste water. There are numerous re-
search and demomstration programs of waste water renovation
and reoharge being conducted throughout the country and ~he
world, and obviously the fast developing technology will make
it much more feasible in the near future to consider the re-
charge and/or reuse of renovate~ waste water.
CONSUMPTIVE WATER USE
As indicated in most reports,
the major consumptive water
usage in the Scuthold area is that used for irrigation. Most
agricultural irrigation is consumptive water use unless irri-
gation is practiced beyond what is needed.
The consumptive water usage as a percentage of total water
use was estimated in CPWS-2~, reference Page 201, as ranging
from 82.3 per cent in 1967 to as high as 99.1 per cent in 1960.
The significance of agriculture in consumptve water use
is also indicated in CPWS-24, reference Page 205, for the period
1960-67. These estimates of consumptive water use of 71 to
gallons per capita per day include agricultural usage, but not
private domestic well-usage.
When water recharge exceeds consumptive water use, under-
flow takes place. The consumptive water use in the Town of
Southold is estimated at 7 million gallons per day in 1980,
8 million gallons per day in the year 2000 and l0 million gal-
lons per day in the year 2020, all without a major future sani-
tary sewer system.
WATER LEVELS A~[D SALT WATER INTRUSION
As noted in CPWS-2~, the Southold area in the ~orth Fork
is one of the areas in Suffolk County most susceptible to salt
water intrusion, since the peninsula is narrow, is indented
with many salt water i~lets, and has salt water underneath at
varying depths. The thick clay ~ayer which was found in the
County test wells, S-32390 in Cutehogue an~ S-33775 in Southold,
forms a restrictive barrier against vertical intrusion of salt
water~ but it also forms a barrier for recharge of the water
bearing formation below the clay. It has been indicated that
ground water levels of 3 feet above sea level are sufficient
to prevent the salt water contamination of the coarse Glacial
deposits which overlie the clay. During the drought of the
1960's~ decreased recharge and increased consumptive use lowered
the ground water levels to a point near the minimum recommended.
CPWS~24 indicates in Volume II~ Table 3-37~ Page 362, the
following data related to permissive sustained yield and shows
its comparison to the average net yield. Since water will not
be needed and not be usable at average conditions in the Town
of Southold because o~ the lack of sufficient underground stor-
age, the most pertinent appraisal of the Town's water resources
is permissive sustained yield compared with dry year consumptive
use.
TABLE I
PERMISSIVE SUSTAINED YIELD AND AVERAGE
Southold - W/0
Mattituck Creek
Southold - Between
Mattituck Creek $
Hashamomuck Pond
Southold - Between
Hashamomuck Pond
~ Orient Harbor
Southold - East of
Orient Harbor
Total
PERMISSIVE
SUSTAINED
YIELD
(M.G.D.)
NET YIELD
PERMISSIVE
SUSTAINED YIELD
PER SQ. MI. OF
WATER BUDGET
AREA
,2 0.40
5.5 0.,95
1 0.25
0.5
9.0
0.25
These data indicate the permissive sustained yield in. the
dry year from a 57.6 acre area, would be 31,500 gallons per day.
WATER QUALITY
Most of the discussions heretofore have centered on water
quantity. It is obvious that equally as important as quantity
is the quality of the available water supply. Water quality
is generally segregated into three general areas, bacteriologi-
cal, physical and chemical. The physical and some of the chemi-
cal constituents generally relate more to the appearance or es-
thetics of the water, whemeas the bacteriological and the major-
ity of the chemical constituents melate to safety of the watem
quality. Water quality is measured in terms ofe~oncentratlon'
of numerous constituents. Standards of quality may vary with
the intended use of the water. The most widely known and ac-
cepted standards of water quality are those developed by the "
United States Public Health Service for drinking water, which
have been in effect for many years and updated from time to time.
New York State has also more recently adopted drinking water
standards which closely relate to the U.S. Public Health Service
Standards. As the presence and knowledge of contaminants in-
creases, there will be further revisions in wa~er quality stand-
ards to reflect additional requirements. Major changes are now
being considered.
The bacteriological standards use the coliform bacteria
group as indicators of bacteriological pollution. This is a
very convenient and simple method, and provides a factor of
safety since, generally speaking~ coliform bacteria would be
present in significant to large numbers whenever harmful or
pathogenic organisms were present. The exception to this is
that vimuses, about which we need to learn much more and for
which there is a severe need for practical detection methods.
The physical characteristics of water include turbidity,
color and odor. Obviously, some of these are further related ~
to chemical constituents which may cause the undesirable ap-
pearance. The physical characteristics may not relate to con-
tamination, but are usually related by most people to indices
Of pollution[ The presence of the objectionable physical
11.
characteristics can, of cour, se, indicate the p]?esence of pol-
"lutants.
~ Chemical constituents and their presence related to toxi-
city, pollution and safety of the drinking water supply must be
reviewed with ~espect to the local surroundings, such as, whether
the onstltuents are naturally present in the natural supply or
c '
whether the source Of the constituents is from a known or sus-
pected local artificial source. For many years, the nitrogen
group of constituents and chlorides have served as a pollution
indicator since they were related to human excretion. Gener-
ally speaking, the less advanced the oxidation of the nitrogen
group, the more r~cent the indicated pollution, i.e., the higher
the ammonia in relation to the nitrates, the more recent the
pollution. This type of interpretation would not be valid for
much of the Town of Southold wherein both ammonia and nitrates,
and apparently nitrates in particular, have been introduced into
the water supply by fertilization of the far~lands in the Town.
More recently, detergents have been used as an indicator of pol-
lution although in the future, under the detergent ban in Suffolk
County, the use of this indicator will become less and less valid.
Existing drinking water standards contain a limit of 10 mg/1
for nitrates as nitrogen. Since all of the nitrogens are poten-
tial nitrates, future standards a~e expected to contain a mini-
mum of 10 mg/1 for all of the nitrogen group, including ammonia,
nitrites and nitrates. The toxic significance of nitrates is
related to
content is
livestock~
the "blue baby" condition in infants, if nitrate
too high. Based on information and studies with
it appears that nitrites are much more toxic than
nitrates, but fortunately are unstable and have not been found.
in any appreciable amounts in Long Island's drinking .water sup-
ply.
Much of the water in the Town of Southold has a nitrate
content which approaches, and in some cases exceeds, the recom-
mended nitrate limit of. 10 mg/1.
Though not related to toxicity or safety, the presence of
iron or manganese in water supplies may impart an unpalatable
taste and cause complaints due to stained plumbing fixtures,
laundry, etc. In the Town of Southold, the most likely loca-
tions for iron and manganese to occur are in the shallow wells
along and near the southerly shore. Iron and manganese are
frequently associated with organic matter, decaying vegetation
and sulfate reduction, yielding hydrogen sulfide. Some of the
wells south of the proposed development have reported high iron
content.
The major potential sources of ground water pollution in
the Town of Southold include ammonia and nitrogen from fertili-
zers, primarily on farms~ the use of pesticides and fungicides,
primarily from agricultural use, salt water intrusion in local
areas from potential overpumpage, recharge or untreated sewage
via cesspools and other chemical pollution from rain water leach-
ing through sanitamy landfill.
In the immediate area of the proposed development, it is
expected that iron content may be a problem, increasing in the
~outherly portion, that nitrate will be acceptable at less than
the recommended limit of 10, and that chlorides should be no ~
problem under expected pumpage rates. It is proposed to locate
the water supply as close to Ma~ratooka Lake as feasible and to
recharge to the ground water reservoir wit~renovated waste water
in the southerly part of the property.
The lowest nitrate' water in the area is within the Lake,
and it is expected that its influence on an adjacent well field
will be obvious. A complete analysis of a water sample from a
fire well on the north side of Lake Marratooka is shown as
Appendix A of this report. Similar quality is expected on the
south side of the Lake with a possibility of increasing iron.
PROPOSED DEVELOPMENT
The Norris development project consists of two (2) basic
elements:
(a) A 132-unit condominium~ plus 6 single family homes
to be built with accessory uses on 38.6 acres situated on the
east side of Camp Mineola Avenue~ south of New Suffolk Avenue.
(b) Fifteen (15) individual lots varying in lot size
from 30,000 to 72,000 square feet on 19 acres located adjacent
to and east of (a) and west of the Mattituck Airport.
It is proposed to construct a central water supply and
distribution system and a central sewage collection, treatment
and disposal system. The preliminary plans indicate the water
plant in the northerly section of the pPopepty approximately
in the existing westerly Norris driveway. If final plans per-
mit, the proposed water plant would be located further north
and nearer Lake Marratooka.
The sewage treatment plant and disposal system is proposed
to be located in the southwest corner of the proposed develop-
ment, between the Norris estate on Peconic Bay and the proposed
one family portion of (a) development.
The property generally slopes from north to south, but with
the lowest point in the south central sector. Elevations shown
on preliminary plans range from approximately 12 to 27 feet ex-
cept near the shore of Lake Marratooka~ which approximates ele-
vation 3.
The proposed condominium would be served by a system of
private roads which would extend on the west from New Suffolk
Avenue by the widening and improvement of Camp Mineola (Reeve)
Avenue and on the east by a new roadway extending from a new
road to be constructed~ from New Suffolk Avenue, as a part of
the single family subdivision.
The development is proposed to be contained with on-site
park, recreational and activity areas, including club house,
swimming pool, etc.
15.
POFULATION, iTAYEF..q[{D I~STE ~'TATER REQUIREMENTS
The 132 condominium units, as proposed, consist of 33
two (2) bedro~,- .... units and one (1) bedroom units. We'have
estimated the average population of these units at 3.0 and
· ~ 7-~7 -
~respectively, for a sub-total of ~8~ people. For the
single family homes, we have estimated an average of 3.75 per
home for a sub-total of ?9., The total pro~ect population is
estimated for ultim'ate development at .~,~.~[= .
As a sidelight, if the entire property were developed on
40,000 square foot lots, the number of units would approximate
49 with an estimated population of 184.~
With less than 40,000 square foot plots, public water and
sewers are required. Since there ar~ no existing systems near-
by, separate systems are required for this project.
In estimating water use, considerations were given tO nor-
mal data with judgment adjustments to allow for larger than
normal or average plot sizes and for irrigation based on irri-
gation of sizeable portions of the property. With the increase
in lot size, especially in non-wooded areas, water usage will.
inorease sharply in e~rly years of deveiopment due to irriga-
tion. Based on 'estimated irrigation of 8 inehes of water dur-
ing the dry season, the annual use for irrigation is estimated
from 25,000 gallons to 125,000 gallons for plots ranging in
size from one quarter to one acre. There would also be some
expected increase in per capita use with the larger plots,
16.
which has been estimated at 20 gallons per acre per day (60 to
80). The total estimated use then, using 3.75 people per house
or plot, would range from 80 to 170 gallons per person per day
~n the average. For 32,000 square foot lots, the estimated
annual use would be 190,000 gallons with one-half of this ear-
marked for irrigation. (For 40~000 square foot lots, the ~mount
would approximate 220,000). The total watqr use for 21 homes
would be 4,000,000 gallons per year.
For the condominiums, the estimated water use for domestic
purposes is 70 gallons per day per person~ plus irrigation.
The non-irrigation use approximates 20,000 gallons per day or
7,300~000 gallons per year. For irrigation~ it is assumed
that 65 per cent of the area is irrigated with 8 inches of
water during the dry season~ with an annual use of 5~900,000
gallons~ or an average of 16~200 gallons per day.
The total water use is estimated at 17~200,000 gallons
per year or 47~400 gallons per day~ or an average per capita
use of 130 gallons per day. Of this total~ only about 46 per
cent is oonsumed or lost by irrigation. The balance will be
returned to the ground. as renovated waste water. The net con-
sumption use is therefore 46 per cent of 17~200,000 or 7,900,000
gallons. This compares with a calculated permissive sustained
yield of 31~500 gallons per day~ based on 0.35 million gallons
per day per square mile~ or 547 gallons per day per acre. This
equates to 11~500,000 gallons per year or 45 per cent more than
the oonsumptive use.
Sewage flows are estimated at the non-irrigation water
use plus an allowance for infiltration. A reasonable estimate
based on water use estimates is §,300,000 gallons plus 1,700,000
f6r infiltration and miscellaneous for a total of 11,000,000
gallons per year, or 30,000 gallons per day. It is unlikely,
however, that a~proval can be obtained for a design flow of less
than 100 gallcns per person per day, and therefore we suggest a
preliminary design oapacity of not less than 36,600 gallons per
day, and recom~.end submittal for a 40,000 gallons per day plant
capacity. This could allow for a change in estimated population
served, either within or outside the development.
It is noted that Suffolk County Depamtment of Environmental
Control flow estimates, as calculated for condominium or resi-
dential developments, would provide a flow of 31,350 gallons per
day, assuming the stated condominium bedroom arrangement and
three (S) bedrooms per single family plot.
RECOMMENDED WATER SYSTEM
The water system may be organized as a private company, a
water district, or a cooperatively managed water utility. Since
the proposed Cutchogue - Mattituek Water District may be nearing
a reality, and since it may be very desirable to serve nearby
areas, we recommend as a first choice, that the system serve as
a beginning of or an addition to a water district. Whichever
came first could be the original distriot and the other would
then become an extension.
18.
The system should be developed with mains and plant sized
,to give at least the minimum required fire protection. As the
system grows, the fire flows may be readily increased.
Plant In order to provide moderate rates of pumpage at -
reasonable depths and yet to provide standby service, we recom-
mend the construction of three ($) eight-inch diameter wells
with six-inch diameter screen with a length~of 10 to 15 feet
and with the bottom set at approximately minus 50 foot elevation.
Each well would be equipped with an electrically operated deep
well pump of about 20 H.P. Either one pump would be connected
via a combination drive to an auxiliary engine, or an engine
generator would be provided with transfer switching for more
operational flexibility.
If~ when the first well is drilled and test pumped, it is
found that treatment such as iron removal is required, the'
second smaller well would be drilled, but the third would be
replaced with a storage tank and booster pumps to permit a
smaller tmeatment plant design and construction.
The plant would also contain a 5,000 gallon hydropneu-
marie pressure storage tank~ automatic pump pressure and
motor controls, and standby chlorination equipment, all housed
in a small one-story masonry and frame building. The second
and third wells are planned to be submersible units, requiring
no additional above ground structures.
19.
Distribution System - The distribution system is planned
for a mixture of 8 inch and 6 inch mains with ap~roprzate~ ' · valve
s~acing, hydrant spaeing (to be approved by the Mattituck Fire
Department), and with pipe material to be either cast iron, "
asbestos cement, or polyvinyl chloride. Hydrants would be
equipped with 2 hose and 1 stea~er nozzles and are anticipated
at approximately 600-foot spacing. It is ~ecommended that an
individual service line and meter be installed to each dwelling
unit with the meter lo~ated inside with an exterior remote read-
out. Service lines are recommended to be 160 psi rated poly-
ehtylene.
The system design pressure and water main sizes would be
based on the ultimate hydraulic gradient planned for the North
Fork to permit integration of this system with the Master Plan,
and to assist in supply to adjoining areas. Interim operating
pressures would probably be reduced somewhat to a range of 45
to 60 psi to permit more efficient use of the hydropneumatic
tanks and to reduce pumping costs.
The entire system, or the phases
checked, tested and sterilized before
The preliminary cost
as constructed, would
placing in service.
of the water system is $250,000.
be'
RECOMMENDED SEWERAGE SYSTEM
The sewerage system would be designed as a central system,
as required by the County, and would consist of house connections,
~lateral sewers, pumping station, treatment plant and effluent
disposal system for recharge. Present County policy requires
the plant to be turned over to them when they wish, after one
year of operation.
~ The Federal Environmental Protection Agency, in Part 133,
Subchapter D, Chapter 1, Title 40, of their Rules and Regula-
tions, which were promulgated puFsuant to Section 304 (d) (1)
of the Federal Water Pollution Control Act ~Amendments of 1972,
has established requ'irements for discharge permits and effluent
quality. Effective August 17, 1973, E.P.A. requires secondary
treatment in terms of biochemical oxygen demand (BOD), suspended
solids (SS), fecal coliform bacteria and pH.
For biochemical oxygen demand and suspended solids, the
arithmetic mean during a 30 or 7 consecutive day period shall
not exceed 30 amd 45 milligrams per liter, respectively. The
average effluent concentration during the 30 days shall no~ ex-
ceed 15 per cent of the average influent concentration.
For fecal coliform baoteria, the geometric mean of the ef-
fluent during a 30 or 7 consecutive day period shall not exceed
200 and 400 per 100 milliliters, respectively.
For pH, the effluent value shall remain within the limits
of 6.0 to 9.0.
In addition, the County of Suffolk Department of Environ-
mental Control promulgated requirements for nutrient removal
which requires that total nitrogen content in effluents dis-
charging to the ground be limited to 10 milligrams per liter.
Sewage Collection System - Each condominium or cluster
will be serviced by a 5-inch or 6-inch house connection to a
wye connection, on an 8-inch gravity sewer. Preliminary~plans
l'ndlcate two (2) north - south collectors extending through the
unpaved areas to service the condominium and a third collector
along the road in the lot subdivision. A single pumping station
will be needed either at the low point in t~e south central area,
or adjacent to the ~reatment plant, depending on final detail
plans and cost estimates. Manholes will be installed at 250 to
300 foot spacing and at changes in sewer direction. Sewers will
be either asbestos cement, vitrified clay tile or polyvinyl
chloride. The collection system will be checked for exfiltration
and alignment before placing into service. Final design will be
subject to field verification of existing toro, as well as any
proposed changes in final grades.
Sewage Pumping Station - The sewage pumping station will
probably be located at the sewage treatment plant, but may be
located at the low point in the development, and will consist
of two (2) pumps~ each oapable of the peak load, estimated at
100 gallons pe~ minute'. Standby power will be provided.
Sewage Treatment Plant - Details of the sewage treatment
plant (Water Pollution Control Plant) will be subject to appro-
val by Suffolk County and New York State environmental regula-
tory agenoies. Preliminary plans include a biologicaI oxidation
system, either a rotating biological disc or an extended aera-
tion activated sludge system for carbonaceous removal and
22.
nitPification, followed by a clapifie~, a denitpification sys-
tem using a deep bed filtep, and disinfection by chlopination.
If rotating disc system is selected, it would be pmeceded by
ppimary settling and an aerated equalizing tank. Final disposal
would be by means of open pechapge basins of about 5,000 squape
feet each~ op precast subgpade leaching pools. The open basins
would be mope economical and would be easie~ maintained. Aepo-
bic digestion of sludge would be included with stabilized waste
sludge tpucked pemiodically to apppoved disposal sites.
The ppoposed site will be a level aPea south of the ppo-
posed single family subdivision and adjacent to the pemaining
poption of the Nopris estate. In opdep to contpol the
enviponment and ppevent fpeezing ppoblems duping cold winters,
it is ppoposed to house the plant in a dual level building with
much of the facilities in the Iow ppofile poption of the b~ild-
lng.
RECHARGE L0CATION EFFECT
The ~echapge of penovated waste watep at the proposed dis-
posal site will supplement the water supply in the entipe penin-
sula between Deep Hole Cpeek and~o/~Cpeek, but will obviously
affect mope noticeably a wedge which would extend fpom the eastep-
ly inlets off Jones Cpeek to the shore line southeast of the aip-
popt. The centpoid of untreated waste watep pechapge, if the
apea were developed with individual single family plots, would
23.
be about twice as far from the bay shorefront, but would be
about the same distance from the ereek inlets as the proposed
centroid of renovated waste water recharge. The renovated
waste water, after undergoing further purification by travel
through the sandy soils,
(a) provide supplemental
will be available for two functions;
supply for wells located in the south-
erly portion of the peninsula, and (b) provide additional supply
for all areas of the peninsula by replacing normal underflow
with the renovated water underflow. This would, in effect, create
a partial water dam in the area.
A more efficient method of ground water stabilization might
include two features which have not been included in the'plans.
If direct reuse of the renovated water were used to provide a
substantial portion of the irrigation, it would correspondingly
reduce the quantity of fresh water consumptive use. Likewise,
if the recharge basins were constructed within the condominium
area near the pool and recreation area, the recharge would be
more beneficial to a larger portion of the peninsula. It could
also add to th~ esthetics of the area, if constructed as a
scenic pond· ~
Regardless of the differential effects of quality, quan-
tity, and location of r~charge, the ~deterioration of w~ter
quality along the shore, especially where marshy or bog areas
exist, emphasize the desirability of a public wa~er system.
A com~unity system with proper monitoring and treatment cap-
ability is the only safe way for the future. The proposed
development offers a start to obtain such a system.
Respectfully submitted,
HOLZ~fACHER, McLENDON & MURRELL~ P.C.
S. C. McLendon, P.E.
Executive Vice President
HOLZMACHER, McLENDON & MURRELL,
APPENDIX 'A"
P. C. / Consulting Engineers
LABORATORY REPORT
LAB. NO. 72.1468 CLIENT Holzmacher,McLendon ~ Murrell PoC. for
Firewell South side Rt.25 Town of Southold SO 71-1
TYPE WATER opp. Mattituck High ADDRESS
SOURCE. Well ................ SAMPLING PT
DATE: COLLECTED 3/30~.'72 RECE!VED . 3/30/'72 ,;REPORTED ~/l'7/'Z2 ..................
8ACTERIO~.OGICAL
35cC. 24 hrl ..............................
COLIFORM TESTS
Turb~di/y .......... .~.,.t 0
.......... SiO 2
Odor (cold) ....~ ...........
Odor (ho~) ...... ~ ...............
.......... Mn
50 ....m.
CHEMICAL & PHYSICAL
Clrbon Dioxide 5 . 3 p.p.m.
CO 2
ClJcigm ......... ~.~ .............. CoCO3
Magnesium ....... 4.0. .............. CoCO 3
Chromium (-~-6) <~.005 p.p.m.
............. Ct + 6
Acidity ...... .~.~.~ ........... CICO 3
Detergent~ <~ ._~.~J: p.~.m.
......... M.B.A.S.
CoCO3
motel AIk....._1 3~O.___
Ammonia (Free) _.~J.~... p.p.s.
N
Copper ~-- p.p,m.
REMARKS:
Simples collected by:
lab personnel
Water is moderately hard, high but acceptable
n:Ltrates, sulfates and total solids; iron &
manganese are excellent. Water is typically North
Fork Well Supply.
With regerds fo the Test{sE performed this water is of · ........... a.~..no:l:~d..abov~ .................. quelih/.
W. Fit f~erer