HomeMy WebLinkAboutBeachcomber II Water Resource/System 07/1991WATER RESOURCE/SYSTEM
BEACHCOMBER ~1'
CUTCHOGUE, TOWN OF SOUTHOLD
JULY1991
tt GROUP
HOLZMACHER, McLENDON & MURRELL, RC.
CONSULTING ENGINEERS · ARCHITECTS · PLANNERS · SCIENTISTS · SURVEYORS
MELVILLE, N.~ FAIRFIELD, N-J.
Southold Town Planning Board
Main Road
Southold, NY 11971
RE: Site plan application of Beachcomber
320 Love Lane
Mattituck, NY
August 15, 1991
11952
at Cutchogue
Dear Sirs:
Please find enclosed three water studies prepared by H2M Group
for the above referenced property.
This property is currently being reviewed by the Suffolk county
Department of Health Services. Final plans will be prepared
based on the Department of Health Service recommendations and
forwarded to you for your review.
Sincerely,
HER:ml
Encs.
CC: Nicholas Aliano
Henry E. Raynor, Jr.
Hol-macher, McLendon & MUtTelI, P.C * Hol'~m~cher, McLendon & Mm'tell, Inc.
m H2M Construction Management, Inc. * H2M Labs, Inc.
575 Broad Hollow Road, Melville, NY 11747-5076
(516) 756-8000 · Fax: (516) 694-4122
July 29, 1991
~. Nicholas Aliano
3800 Duck Pond Road
Cutchogue, N.Y. 11935
Re:
Engineering Report
Beachcomber II
Water Resource/System
WATR 89-07
Dear Mr. Aliano:
As promised we have made a few revisions to the draft report
and enclose herewith eight (8) copies of the subject
engineering report with exhibits and plates.
We again apologize for the delay and if you wish to perform
any additional work we will be pleased to accommodate your
needs.
Very truly yours,
HOLZMACHER, McLENDON & MURRELL P.C.
Samuel C. McLendon, P.E., DEE
Consultant
ENGINEERS ARCHITECTS SCIENTISTS
PLANNERS CONSTRUCTION MANAGERS SURVEYORS
WATER RESOURCE/SYSTEM
BEACHCOMBER II
CUTCHOGUE. TOWN OF SOUTHO?.D
JULY 1991
WATER RESOURCE/SYSTEM
BEACHCOMBER ~I
CUTCHOGUEo TOWN OF SOUTMOLD
TABLE OF CONTENTS
PURPOSE AND SCOPE
LOCATION AND BACKGROUND
EXISTING FRESH WATER RESOURCES
WATER REQUIREMENTS
WATER SYSTEM
TABLE 1 - WATER REQUIREMENTS/CONSUMPTIVE USE/
ALLOWABLE FLOWS AND UNITS
EXHIBIT A - WATER ANALYSES
EXHIBIT B - COST OPINION FOR NON-COMMUNITY
TWO WELL SUPPLY SYSTEM
PLATE I - AREA PLAN
PLATE II - SITE PLAN & LAYOUT
i
PAGE NO.
1
1
4
7
9
10
WATER RESOURCE/SYSTEM
BEACHCOMBER II
CUTCHOGUE. TOWN OF SOUTHOLD
JULY 1991
PURPOSE AND SCOPE
The purpose of this study and report is to advise the owner
and others dealing with the proposed development of a 14.1 acre
site adjacent to the existing Beachcomber Resort Motel. This
report will refer to the project as "Beachcomber II" and its
various options, including consideration of the existing five
cabana/motel units and swimming pool on the 14.1 acres.
This report will review the estimated available water
resources at the project site, the available water quality data
and projections, the permitted residential density under the
available options, and will discuss various water system
alternatives with appropriate recommendations. Cost estimates or
opinions are presented for comparative purposes to assist in
making decisions.
LOCATION AND BACKGROUND
The proposed project is located in an area north of Oregon
Road and east of Duck Pond Road (a continuation northerly of
Depot Lane) and extends to the south shore of Long Island Sound.
All of the subject area is within Section 83, Block 2 as shown on
the Suffolk County Real Property Tax Map. Lot 2 (12.3 acres on
the Tax Map) is primarily (9 acres) within RR (M-i) Zone for high
density residential. Lot 17 (33.8 acres on the Tax Map) is
partially (5.1 acres) within RR (M-i) Zone. The balance, 3.3
acres of Lot 2 and 28.7 acres of Lot 17, is zoned two-acre
residential. The total area in the two lots is shown as 46
acres, subject to actual surveys and deeds.
Plate I shows the other existing subdivisions in Blocks 1
and 4, while Beachcomber I is in Block 2, Lot i with 2.1 acres.
These areas and the project site are shown on Plate I.
There is already some development in the area consisting of:
(a) the Beachcomber Motel fronting on Long Island Sound on
property (Lot 1, 2.1 acres) separate from but adjacent to (north
and west) of the proposed project; (b) existing partially built
single family subdivision on the east side of Duck Pond Road to
the west and southwest of the proposed project; and (c) another
subdivision north of (b) but west of Duck Pond Road and extending
to Long Island Sound. The total potential single family homes in
(b) and (c) is 55 on about 50 acres. Most of the nearby area to
the south, east and west is residential/agricultural with a
two-acre zoning and is currently under cultivation.
The existing Beachcomber Resort Motel (Beachcomber I)
property is owned by others than the owners of the proposed
project property (Beachcomber II). For general information, it
is noted that 36 motel units, three apartments and a 50-seat
restaurant exist at Beachcomber I. The Beachcomber I well was
redrilled in 1990 to obtain acceptable quality water. It is
located near the southeast corner of the motel.
Ail of the existing and proposed single family homes in (b)
and (c) above are supplied by individual private wells.
Beachcomber I is supplied by a non-community water system with a
single well (No. 1) near the southeast corner of the motel. The
existing five cabana/motel units and pool within Beachcomber II
project site are supplied by a non-community system single well
(No. 2) system located about 200 feet southeast of the swimming
pool. The two well systems are interconnected for reliability
and standby, each to the other. There have been some reported
water problems at Beachcomber I but these have been resolved as
noted in tests by the owners and the Suffolk County Department of
Health Services (SCDHS) during the past year (see Exhibit A,
Water Analyses). In June 1990, Well No. 1 was replaced with Well
iR near the old well to a depth of 50 feet. High chloride
content in the older well (No.
intrusion resulting from weeks
by leaks in the piping system
1) may have been due to salt water
of excessive well pumpage caused
for the pool. Because of prior
Aldicarb problems, the well is equipped with two 20-inch diameter
by 5 foot high granular activated carbon (GAC) filters for
removal of organics. Recent analyses indicate that the GAC
filter is no longer needed for temik but remains as a safety
precaution and for removal of other organics. Well No. 2 for
Beachcomber II was reconstructed from a test well also in June
1990 by increasing its depth from 60 to 100 feet. This deepening
corrected a severe iron problem and resulted in good quality
water. High nitrates had been detected in one of the test wells
constructed in 1989 but recent tests show less than 4.0 mg/L
compared to a limit of 10.0 mg/L. Some organics, up to 4.0 ~g/L
of dichloropropane and 11.0 ~g/L of aldicarb, had been detected
but most recent tests show very little (2.0 ~g/L or less) of
aldicarb but increases in dichloropropane. Changes in the
existing GAC system will be made to correct this problem. In the
event this should change, there does exist the GAC treatment unit
to remove organics·
EXISTING FRESH WATER RESOURCES
Water resource available is defined as that which can be
developed without exceeding the chloride (salty water) level
prescribed by Drinking Water Standards.
The project site is near the northern edge of the water
budget area included in Zone 3 of the North Fork of Long Island.
This zone extends from Mattituck Creek in West Mattituck to
Hashamomack Pond (between Southold and Greenport). Reference is
made to three water resource studies: (1) CPWS-24,
McLendon & Murrell, P.C.; (2) North Fork Water
Holzmacher,
Study, ERM
Northeast; and (3) Suffolk County Water Resources Management
Plan, Malcolm Pirnie and Divirka & Bartilucci.
The fresh groundwater in the Town of Southold is exposed to
salt water interfaces on the sides, as well as underneath. In
most areas, the salty groundwater and fresh water are in dynamic
balance and approximately conform with the Ghyben-Herzberg
principle. This principle approximates the location of the salt
water/fresh water interface at a depth of 40 times the elevation
of the water table above sea level, based on a specific gravity
of salt water of 1.025. According to the 1990 Suffolk County
water table contour map, the water table is located about 3 feet
above sea level on the site. Using the Ghyben-Herzberg
principle, the salt water/fresh water interface is located
approximately 117 feet below sea level (120 feet below water
table).
Water recharge from precipitation is estimated at 1.0
million gallons per day (MGD) per square mile or 1,563 gallons
per day (GPD) per acre. Permissive sustained use (safe yield) is
estimated at 0.35 MGD per square mile or about 35 percent of
recharge. This is equivalent to 547 GPD per acre of recharge
area.
The gross area of the project site, including the
residential/agricultural property south of the proposed
development, is 46.1 acres (Tax Map) as shown on the enclosed
Cutchogue area plan. Discounting the northerly 2 acres, the
water budget area would approximate 44 acres and provide an
average annual recharge of 58,772 GPD. Of this, 24,068 (say
24,000) GPD is available for consumptive use (safe yield). The
other two-thirds is needed for underflow during low recharge
periods to preserve the fresh water/salt water interface. It is
obvious that recharge of treated wastewater at points north of
Se
the wells
available.
best preserves and utilizes the water resources
The Suffolk County Water Resources Management Plan (WRMP)
used an "area averaging approach" to evaluate potential impacts
of consumptive use on fresh water lenses in wastewater areas and
as a result concluded that these areas also contributed to the
available water resources. The WRMP reported the ERM Northeast
estimate of permissive sustained yield from the budget area in
Zone 3 (Mattituck Inlet to Hashamomuck Pond) at 4.9 MGD. The
total consumptive use estimated for the year 2000 was only 4.0
MGD of which 2.8 MGD is for agricultural use.
The report indicated two approaches for estimating the
influence of shallow wells on the North Fork. The Theis Drawdown
distance which indicated that for a 1-foot drawdown, the radius
would be approximately 10 feet for a well pumping rate of 200
GPM. The recharge balance calculation indicated a radius of
1,510 feet for a 200 GPM rate and 1,070 feet for a 100 GPM
pumping rate.
With water levels ranging from approximately 3 to 5 feet
above sea level on the project recharge area the calculated salt
water interface would be approximately 120 to 200 feet below sea
level.
by 40
below
6O
A major change of 1-foot in water level would reduce each
feet making the salt water interface at 80 to 160 feet
sea level. Since proposed well depths are recommended at
feet below sea level, the bottom of the well would still be 20
to 100 feet above the resultant salt water interface. The
further south the wells, the more obvious that safety exists.
WATER REOUIREMENTS
Water requirements are estimated based on the following
criteria:
Motel unit area of 400 square feet (or less) 100 GPD
Motel unit area of 400 to 600 square feet 150 GPD
Single family home 350 GPD
Irrigation (consumptive use) - Motel unit 20%
Irrigation (consumptive use) - Single family home 40%
There are five existing small motel/cabana units on the
north edge of the project site and a single family farm house on
the south edge of the acreage included in the site recharge area
for the project. The existing zoning on the 14.1-acre (RR or
M-l) area would permit, at 4,000 square feet per unit, up to 153
units or 148 more than present. A preliminary proposal was
developed by S. Hyman for 147 more units in 12 buildings. The
Town of Southold Planning Board has stated that public water and
public sewerage are required for this density.
Calculations have been prepared to show how many units can
be constructed base on SCDHS criteria or rules relating to
discharged wastewater flow per acre. Including a covenant that
the 32 acres of low density residential area would not be
developed until public water was available, a rate of 300 GPD per
acre would be allowed. The total allowed flow would be 13,830
GPD for 46.1 acres. Subtracting the five existing cabana units
at 100 GPD and the one single family home at 350 GPD, the
7e
assignable flow from proposed added unit flow on the 46.1 acres
would be 12,980 GPD. With estimated SCDHS criteria wastewater
flow of 150 GPD per motel unit (400 to 600 square feet), the
allowed additional n~mher is therefore 86 units.
Since each acre of the covenant area would add two units, an
added area of 30 acres would be required for the 61 more units
that zoning would allow on the 14.1 acres. If this were done,
the result would be 152 (5 + 86 + 61) on the 14.1-acre site but
an added 32 acres (plus the 32 for a total of 64 acres) would
require a covenant.
The other alternative for the added 62 units allowed by
zoning would be a central sewage or wastewater treatment
facility, though not part of this study. With a central sewage
treatment system, the full amount permitted by zoning (153 units)
could be used for development without adjacent land covenants.
The additional cost for the 62 units would probably exceed
$550,000. as an estimated cost for a sewage treatment plant for
153 units.
If the low density residential area is not placed under a
covenant until public water is available, the allowable units on
the 14.1 acres would be only 30 units, the existing five units at
100 GPD plus 25 new units at 150 GPD. This flow would total
4,250 GPD compared with an allowed flow of 14.1 x 300, or 4,230
GPD.
Regardless of what final plans are approved, the water
resources developed should be upstream (south) of the treated
wastewater recharge. This will minimize any potential adverse
effect by utilizing the treated wastewater as a major portion of
the fresh water underflow required for equilibrium (see Table 1).
The 27,800 GPD maximum month average need would translate
into an estimated maximum day need of about 55,000 gallons and a
peak hour need of 105 GPM. Since more than half of this would
potentially be allocated to the 62 future motel and 16 single
family homes, it is likely that a 105 GPM system would be able to
supply the needs of the proposed 86 additional units and the
adjacent area motel and single family units which may wish water
service.
As indicated
sections, there
water intrusion,
existing zoning regulations.
agricultural chemicals must
monitored and, if required,
maintained.
The most likely cost
plan will consist of the
in the Water Resources and Water Requirements
is adequate water supply with respect to salt
for any extent of development possible under
Water quality with respect to
be periodically evaluated and
treatment systems provided and
permitted by the SCDHS regulation
flow to an average of 300 GPD per
area of parcels B and C of 46.1
wastewater flow would then be 13,830 GPD.
effective and permissible development
construction of the number of units
which limits the wastewater
acre. Utilizing the entire
acres, the allowed water or
With five existing
I I i I i I ii i I I I. ij iJ il iJ i J I J ii ii ii ii I J I i
ae
Be
De
TABLE 1
WATER REQUIREMENTS/CONSUMPTIVE USE/ALLOWABLE FLOWS AND UNITS
TYPE OF UNIT
PRIVATE WELLS,
400 sf
600 sf
Total
ALLOWABLE CONSUMPTIVE AVAILABLE
NO. OF GPD MAX. WASTEWATER USE WATER RESOURCE
UNITS MO./UNIT GPD GPD GPD GPD
PRIVATE WATEWATER (14.1 ACRES)
5 100 500 -- 100
25 150 3,750 -- 750
30 4,250 4,230 850 6,564
NON-COMMUNITY WATER. PRIVATE WASTEWATER (46.1 ACRES)
400 sf 5 100 500 -- 100
600 sf 86 150 12,900 -- 2,580
1 350 350 -- 140
PUBLIC WASTEWATER
13,750 13,830 2,820 24,068
(14.1 ACRES)
100 500
150 22.200
Total 92
COM}g3NITY WATER.
400 sf 5
600 sf 148
Total 153
COMMUNITY WATER.
22,700
PUBLIC WASTEWATER (14.1 ACRES).
400 sf
600 sf
1,600 sf
-- 100 --
-- 4.380 --
Yes 4,480 24,068
PRIVATE WASTEWATER (32 ACRES)
-- 100 --
-- 4,380 --
-- 2,240 --
Yes 6,720 24,068
5 100 500
148 150 21,900
16 350 5.400
Total 169 27,800
motel/cabana units at 100 GPD and one single family unit at 350
GPD, the remaining assignable flow is 12,980 GPD. With a size of
about 600 square feet per proposed unit, and 150 GPD per unit,
the allowed number of units would be 86, which with the six
existing units would total 92. Ail of the new units would be
constructed within the RR or M-1 zoned area (14.1 acres) but the
32 acres of residential/agricultural zoned area would be under
covenant to restrict any development until such time that public
water were available in the area and to the project. If an
additional recharge area were acquired (e.g., part of Lot 16 to
the east), the full 148 added units could be available at 4,000
square feet per unit. The added acreage would approximate 30:
(153 - 93 units at 150/300 or one-half acre per unit or 30 acres
for 60 units). The total development would then be 152 units
(including 5 existing) on 14.1 acres plus 32 acres (1 house) and
30 acres of covenant watershed area, for a total watershed area
of 73 acres. This option does not exist under present proposals.
The development plan for 92 units would require two wells
(one as standby) each with a capacity of about 60 GPM constructed
as part of a central but non-community type water system. We
propose, however, that 105 GPM well supply be developed to
provide reserve for adjacent areas, if needed. A 3,000-gallon
hydropneumatic tank with pressure controls ranging from 40 to 60
psi, providing about 400 gallons of useable storage would be
constructed in a manner to provide water treatment contact time.
11.
This contact time would approximate 10 minutes based on a
flow of 105 GPM and a water content in the tank of about 1,050
gallons. This would be helpful for chlorine contact in the event
of a bacteria problem. Any other treatment required such as
granular activated carbon (GAC) adsorption/filtration would
precede the hydropneumatic tank. Based on present water quality
data, nitrate removal would not be required. Since the water
needs will be very seasonal, it is recommended that the existing
25 GPM well (No. 2) be retained for base load, and that two 95
GPM wells be constructed.
The new well plant is proposed to be in the southerly
portion of the RR zoned property (lot zoned part of Lot 17) and
with a non-pollution protection radius into the low density area
to the south. It is proposed to place the two wells about 60 to
100 feet apart and at least 200 feet from potential pollution
sources, requiring a site of about 4.5 acres, but less with non-
pollution easements. The well depth proposed is about 110 feet
at a ground elevation of about 50 providing a well bottom
elevation of about 60 feet below sea level. The existing well
(No. 2R) which was converted to a supply well for the existing
units and pool is at a 100 foot depth from a ground elevation of
about 39 feet or at an elevation of 61 feet below sea level. The
water quality of the 100-foot well is excellent as shown in
Exhibit A at the end of the report. This well is about 600 feet
east-northeast of the proposed wells.
12.
Even though there is no indicated present need for treatment
other than emergency chlorination, it is recommended that space,
controls and piping arrangements be provided for a second GAC
unit in the event that pesticides show an increase in the new
wells at a later date. Should nitrates (from agricultural
fertilizer) become a problem, the well depth would be changed to
utilize a lower nitrate level stratum.
As noted above, though not part of this project, it is
considered prudent to include additional water supply capacity in
the non-community system to be able to assist the existing motel
development (Beachcomber I) north of the proposed project
(Beachcomber II). This would require about 35 percent added
supply on the maximum day but probably less of an increase during
the maximum hour. In order to allow for potential increased
density by zoning above the 92 units noted, an increase is
planned to provide 95 GPM in each of two wells (one spare).
These would be capable of supplying a peak hour rate of 136,800
GPD for a maximum day average rate of 45,600 GPD and for an
average maximum month day of 22,800 gallons. This would equate
to a design standard (SCDHS) equivalent of 152 units at 150 GPD.
These requirements are above that available from the existing 25
GPM Well No. 2.
The preliminary cost opinion for the two well stations is
$170,000. as shown in Exhibit B, including piping headers within
project site to permit future fire hydrants where feasible.
The next alternative as a possible plan includes utilization
of the Suffolk County Water Authority (SCWA) as the water
13.
purveyor. Were it not for the presence of the Town of Southold
sanitary landfill to the southeast, negotiations could have
permitted the dedication to SCWA of a well field on the southerly
portion of Lot 17 just north of Oregon Road. This would have
permitted the SCWA to develop a satellite well field and system
for this area, including this project.
(It is noted that with the much smaller well capacities and
use, the potential effect of the landfill on the proposed non-
community well field is less likely to be a problem).
This alternative could be rather costly, dependent on
decisions to be made by SCWA. The amount of water piping
required from Oregon Road along existing roadways to the project
entrance is 3,400 feet. Approximately another 3,000 feet (or
less) westerly on Oregon Road may be desirable to extend the
piping to a potential SCWA well site sufficiently distant and
angled from the landfill. Another 5,000 feet would be required
to reach the existing well site on Alvahs Lane south of CR48 (now
owned by Village of Greenport).
Assuming that Beachcomber II costs would relate to the
Oregon Road site, a 12-inch water main cost for 6,400 feet would
approximate $200,000. Presumably there would be contract
provisions that would permit partial recovery by Beachcomber II
if other development needs are supplied by this main. The SCWA
would also require at least a portion of the cost of a satellite
well plant to be paid by Beachcomber II. If such cost sharing
were based on capacity need and that 60 GPM is needed for the 93
units, Beachcomber II may pay 60 of 300 GPM (expected SCWA well
14.
capacity) or 20 percent. If the SCWA plant cost were $500,000.,
Beachcomber II at 20 percent would be $100,000. The total with
this alternative would be $300,000. plus the on-site distribution
which should approximate $40,000. including backflow prevention
protected 6-inch service. The total would then be $340,000.
compared with the $170,000. projected for a non-community but
central system.
The final costs should be reviewed after preliminary
approval by SCDHS, the Town of Southold and SCWA.
If the SCWA satellite system and the added cost of public
central wastewater treatment is justified by the additional units
which could then be approved, the SCWA water supply plus a sewage
treatment plant would be proposed. The treated wastewater
recharge should be placed at a point or in an area least likely
to impact the existing private wells for single family homes.
This location would be in the northeast section of the 32 acres.
The new wells would be at a new SCWA site and the existing wells
relegated to irrigation.
After review and approval by the SCDHS, it is recommended
that the necessary application and detailed plans be prepared for
the Town of Southold.
Respectfully submitted,
HOLZMACHER, McLENDON & MURRELL, P.C.
Samuel C. McLendon, P.E.,
Consultant
15.
EXHIBIT A
WATER ANALYSES
WELL OR
~YSES
BEACHCOMBER I & IT
EXHIBIT A
SAMPLE I.D. 1
DATE 6/14/88
I i ! 1T
8/26/88 10/3/88 7/19/89 11/9/89 5/14/90
7/20/89
HD H2M HD H2M HD
LAB HD
Sc 750 639 235
NO3 -N 6.4 5.5 *6.0
Cl 100 129 40
SO4 76 60 0
Fe 0.15 0.16 0.27
Mn None 0.35 0.02
Cu 0.4 0.31 --
Na 69.3 69.2 --
Hardness 88 88 88
pH 5.6 5.5 6.7
Zinc ......
Organics 11 ....
Other Heavy
Metals None None --
H2M indicates H2M Labs, Inc.
2990
3.7
922
182
0.16
0.42
0.11
379
6.3
None
*-12
649
2.0
142
15.5
4.17
6.2
1
HD indicates Health Department
ECO indicates ECO Test Labs
* Reported as 0.6
** 7 Aldicarb, 5 Chloropropane
T denotes "Test" well
I ! I J i I ii I J ii. ii il Il lJ il IJ IJ I J ii I ! I I I I I
EXHIBIT A (cont'd.)
WELL OR
SAMPLE I.D.
DATE
2T 2T 2R 2R 2R 2R 2R 2R
11/9/89 1/26/90 7/3/90 7/4/90 8/23/80 7/16/90 9/10/90 6/20/91
7/31/90
H2M H2M ECO HD ECO ECO HD ECO
LAB
Sc 449 462 -- 303 320 350 ....
NO3 -N 10.5 11.7 1.9 3.2 3.3 4.6 -- 3.7
C1 34 35 -- 29 29 58 -- 3.0
SO4 ...... 86 ........
Fe 0.29 0.02 -- 0.1 None 0.37 -- None
Mn 0.05 0.05 -- None None, 0.08 -- None
Cu ...... None ........
Na ...... 14.2 ...... 14.8
Hardness ...... 88 88 ......
pH 6.1 6.1 -- 6.1 6.6 5.7 -- 6.7
Zinc ...... None ........
Organics 2 .... 4 -- None 2 --
Other Heavy
Metals ...... 3.6 ........
EXHIBIT B
COST OPINION FOR NON-COMMUNITY
TWO WELL SUPPLY SYSTEM
COST OPINION FOR NON-COM~fl3NIT¥
TWO WELL SUPPLY SYSTEM
Wells - two (2) 6" diameter
(100' depth - 10' screen length)
Pumps - two (2) 95 GPM at 200' TDH (7.5 HP)
Building - 16' x 25' x 10' (manufactured)
Electrical - three phase service
Motor/pump controls
Lighting & miscellaneous
Engine/Generator Set - 20 KW
GAC Units & Pipe - two at 4' diameter x 8'
Blowoff pits & pipe
Chlorination
$3,000.
9,000.
4,000.
Hydropneumatic tank & controls
Piping, Mechanical, Meters
Contingencies
SUBTOTAL .
Engineering & Design
Inspection & Miscellaneous
SUBTOTAL .
Piping - Well Field to Project Buildings
PROJECT TOTAL .
EXHIBIT B
$ 19,000.
7,000.
29,000.
.16,000.
4,500.
12,000.
4,500.
3,500.
6,000.
8,500.
15,000.
.$125,000.
12%-000.
8,000.
.$145,000.
25.000.
$170,000.
LONG ISLAND SOUND
SECTION 83
SECTION 95
SECTION 82
1fl2, GROUP
BEACHCOMBER ~r RESORT
WATER REPORT
CUTCHOGUE AREA
TOWN OF SOUTHOLD
1" = 500' JULY 1991
ENGINEERS · ARQINII~C'TS ' PLANNERS · SC:SEN'RS'TS · S~IRI,~YORS
MELVILLE. N.Y. FAIRFI£LD. N.J.
P LATE