HomeMy WebLinkAboutWater Quality Report & Master Plan - Greenport - 1986
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INC. VillAGE OF GREENPORT
Suffolk County, New York
WATER QUALITY REPORT
AND
MASTER PLAN
FEBRUARY 1986
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ti~ HOLZMACHER, McLENDON and MURRELL P.C.
Consulting Engineers, Environmental Scientists and pranners
Melville, N.Y. Farmlngdale, N.Y. Rlverhead, N.Y.
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HOL2MACHER. McLENDON and MURRELL. PC. . CONSUL liNG ~NGINEERS. ENVIRONMENTAL SCIENTISTS and PLANNERS
125 BAYLIS ROAD. SUITE ,.0. MELVILLE. N.Y. 11707 . 516.1529060
February 2t, 1986
InC. Village of Greenport
236 Third Street
Greenport, New York 11944
Attention: Mayor George Hubbard
Gentlemen:
In accordance with your request, we include herein a
summary of the Water Quality and Supply Engineering Report,
which is nearing completion.
,-..
The scope of the study authorized includes joint efforts
with the Suffolk County Department of Health Services, the Village
and Holzmacher, McLendon & Murrell, P.C., to collect and analyze
water samples from points similar to those in prior water quality
studies, as well as other sampling including a special set near
Plant No.8. The primary interest was to be nitrates since they
have been the primary concern for many years and are the more
difficult to remove. The study scope will also include evalua-
tion of Department of Health Services information on pesticide
analyses in the area concerned. The report indicates some im-
provement in the nitrate quality but pesticides have added greatly
to the problem. Pesticides are much more readily removed, however,
by water treatment.
The report concludes that the reliable available capacity
of existing sources is 1.73 million gallons daily, after deduc-
tion for appropriate reserves. It predicts the need for an
additional 0.6 million gallons daily, or 420 gallons per minute,
for the summer of 1986 and another 1.7 million gallons daily for
the year 1990. This would provide 4.0 million gallons daily in
capacity to provide for a 2.7 MGD predicted maximum day pumpage.
Looking nine years ahead to 1995, another 0.5 MGD net is needed,
~hich would require another 500 gallons per minute supply.
There are major efforts which should be made promptly. The
recent major maintenance and rehabilitation work should be con-
tinued to completion to restore lost capacities at Plant 4,
MO.I..".. ru... Y','~' f.... ..J.." "....... ,,~. q,......... '.,.,. f'"., 1.".1.,,1lI ~f'''' J~'~""
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Mayor George Hubbard
Inc. Village of Greenport
-2-
February 20, 1986
~
including a new check valve at ~4-7 and air lines at all wells.
Rehabilitation of the controls, etc., at Plant 6 should be
commenced and a Well 6-3 should be constructed as a replacement
for 20 year old Well 6-2. A meter and a sanitary seal should be
installed immediately on Well 5-5 and tests made on the deeper
monitoring well for possible blending. Monitoring wells north
and south of Well 8 and a conductivity meter installation at
Well 8 should be installed promptly. A 100 gallon per minute
reverse osmosis unit should be authorized for Plant 5.
The effect of the above should be to provide a well capacity
using Wells 4-7, 8-1, 6-3, 7-1, 5-5, of 1,350 gallons per minute
(1.94 MGD), leaving Wells 4-6, 4-8 and 6-1 as reserve units with
Plant 3 used only for emergencies.
Not anticipated for use during 1986 but recommended for
action promptly is restoration of additional capacity at Plant 5
to increase capacity by 150 gallons per minute, completion of
Well 9 at Brednock Hall, further testing of the Costello well on
Moore's Lane, construction of Well 7-2, treatment and recharge
from Silver Lake/Reservoir to Plant 3 and use of existing Suffolk
County Mill Road recharge basin/pond to develop design criteria for
surface denitrification of groundwater.
,
The anticipated long-term base load wells supply are Plants 9
or 10 (Costello or equivalent), (-,ne-third of Plant 4, Well 6-3,
Plant 3 with Silver Lake treated and recharged, and Well 7-2.
Secondary units include Plant 5 as modified, Plant 11 (Mill Road
near North Road or equivalent), Plant 8 or another third of Plant 4
and Well 6-1. Reserve units include Plants 4 or 8 not included
above, Well 7-1 and Plants 9 or 10 not included above.
-----'
The estimated costs of the above recommendations are summarized
as follows:
A. IMMEDIATE COMMITMENT
-....-/
1. Plant 4 Rehabilitation
2. Well 6-3 1'6-2 replacement)
3. Electrical Rehabilitation at Plant 6
4. Plant 5 Meter, Sanitary Seal and Tests
5. Plant 8 Monitoring Wells and Meter
6. Plant 5 Reverse Osmosis Unit
7. Transmission Mains
Contingencies and Engineering
Total
Already available from Developers (Approx.)
Net Required Capital
$ 18,000
57,000
53,000
9,000
5,000
125,000
130,000
53,000
$450,000
95,000
$355,000
,
. .
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Mayor George Hubbard
Inc. Village of Greenport
. -3-
February 20, 1986
B. NEAR FUTURE COMMITMENT
1. Plant 5 Rehabilitation
2. Plant 9 (Brednock Hall)
3. Costello Tests
4. Well 7-2
5. Plant 3, Phase I Treatment and Recharge
6. Denite at Mill Road Pond
7. Transmission Mains
8. Plants 5, 6, 7 pH Adjustment
Contingencies and Engineering
Total
Expected from Developers (250 Units)
Net Required Capital
Total A " B
Less Key Monies
Net Total Capital
$1,440,000
$ 737,500
$ 702,500
(Minimum for 287 Units approx.)
Less Probable Key Money
Net Probable Capital Required
for A " B
.$2-42~00
$155,500
(Arlothcr 213 Uni ts,
Total 500)
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$ 35,000
240,000
5,000
295,000
50,000
15,000
100,000
110,000
$850,000
140,000
$990,000
642,500
$347,500
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Mayor George Hubbard
Inc. Village of Greenport
-4-
February 20, 1986
1.
2.
3.
4.
5.
6.
... 7.
8.
C. FUTURE EXPECTATION BY YEAR 2000 (14 YEARS)
Plant 10 (Moore's Lane)
Plant 11 east of Mill Road, north of
North Road
Denite pond at Plant 7
Denite pond at Plant 5
Denite pond at Plant 11
Transmission Mains
pH Equipment at Plants 10, 11, 3, 4, and 9
Phase II Treatment and Recharge at Plant 3
,
$ 275,000
Contingencies and Engineering
Total
Less Key Money (700 more Units,
total 1,000)
485,000
75,000
40,000
85,000
200,000
190,000
100,000
$1,450,000
230,000
$1,680,000
Net Required Capital
1,799,000
None
TOTAL A, B " C
Project's Cost
Less K~y Money (1,200 Units)
Net Capital
$2,890,000
3,084,000
None
We anticipate that once the Village has a firm and consistent
policy, future capital requirements can be met by the key money
charges to developers.
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We expect to submit
promised two weeks ago.
at this time.
our report to you within two weeks, as
Please advise if you need further input
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Very truly yours,
HOLZMACHER, McLENDON" MURRELL, P.C.
- /'~/~-JL:-,-7'
~~/ l'~,~rc"'I-#,~
'S.C. McLendon, P~
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cc: Supt. James I. Monsell
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V ILL AGE o F G R E E N P 0 R T
Water Department - Greenport Water Supply
Pumpage For Calendar Year - 1986
Pumpage in Thousand Gallons
MONTH TOTAL AVERAGE PEAK PEAK
PUMPAGE DAILY DAY DAY
JAN 21,566 696 906 Jan. 2, Thur.
FEB 18,979 678 936 Feb. 10, Mon.
MAR 21,068 680 936 Mar. 24, Mon.
APR 21,562 719 910 Apr. 29, Tue.
MAY 33,541 1,082 1,661 May 31, Sat.
JUN 38,552 1,285 2,010 Jun I, Sun.
JUL 46,007 1,484 2,098 July 24, Thur.
AUG 38,908 1, 255 1,565 Aug. 12, Tue.
SEP 31, 878 1,063 1,506 Sept. 1, Mon.
OCT 28,036 904 1,130 Oct. 5, Sun.
NOV 21,612 72D 905 Nov. 5, Wed.
DEC 22,245 718 1,016 Dec. I, Mon.
343,954 942 2,098 July 24, Thurs.
,
,
PUMPAGE - PUBLIC WATER SUPPLY
M - Thousand Gallons
GALLONS
PUMPED
AVG.DAY
PEAK MONTH
AVG.
DAY
PEAK
DAY
1986 343,954 2,098 1,484 942
1985 324,224 1,792 1,312 888
1984 314,557 1,771 1,223 859
1983 340,568 2,093 1,608 933
1982 302,623 2,094 1,332 829
1981 299,304 2,009 1,214 820
1980 297,719 2,215 1,237 816
1979 287,118 2,180 1,407 787
1978 283,572 2,123 1,200 777
1977 319,102 1,914 1,380 874
,
V ILL AGE o F G R E E N P 0 R T
,
Water Department - Greenport Water Supply .
Pump age For Calendar Year - 1986
Pumpage in Thousand Gallons
PLANT PLANT PLANT PLANT PLANT PLANT TOTAL AVERAGE
No. 3 No. 4 No.5 No.6 No.7 No. 8 PUMPAGE DAILY
JANUARY 15 51 6,920 5,991 -0- 8,589 21, 566 696
FEBRUARY 776 41 6,200 951 5,848 5,163 18,979 678
MARCH 539 4,500 4,600 555 8,129 2,745 21,068 680
APRIL -0- 4,109 5,040 311 10,858 1,244 21,562 719
MAY 601 4,042 6,600 2,635 13,658 6,005 33,541 1,082
JUNE 420 7,987 2,160 11,512 11,201 5,272 38,552 1,285
JULY I, 459 8,212 680 18,503 10,550 6,603 46,007 1,484
AUGUST 407 7,219 5,880 9,499 13,444 2,459 38,908 1,255
SEPTEMBER 31 9,176 5,200 5,325 11,778 368 31,878 I, 063
OCTOBER -0- 8,787 5,760 386 11,806 1,297 28,036 904
NOVEMBER 92 5,907 3,584 340 10,609 1,080 21,612 720
DECEMBER 61 4,636 3,840 1,091 10,750 1,867 22,245 718
TOTAL 4,401 64,667 56,464 57,099 118,631 42,692 343,954 942
,
,
VILLAGE o F G R E E N P 0 R T
Water Department - Greenport Water Supply
Pumpage For Calendar Year - 1986
Pumpage in Thousand Gallons
MONTH PUMP PUMP PUMP PUMP PUMP PUMP PUMP PUMP PUMP PUMPAGE
No.3 No.4-6 No.4-7 No.4-8 No.5-5 No.6-1 No.6-2 No.7 No.8 TOTAL
6-3
JAN 15 51 -0- -0- 6,920 5,991 -0- -0- 8,589 21,566
FEB 776 30 II -0- 6,200 951 -0- 5,848 5,163 18,979
MAR 539 -0- 4,500 -0- 4,600 555 -0- 8,129 2,745 21,068
APR -0- -0- 4,042 67 5,040 311 -0- 10,858 1,244 21,562
MAY 601 -0- -0- 4,042 6,600 2,563 72 13,658 6,005 33,541
JUN 420 3,628 -0- 4,359 2,160 7,083 4,429 11,201 5,272 38,552
JUL 1,459 4,059 -0- 4,153 680 13,982 4,521 10,550 6,603 46,007
AUG 407 3,322 2,969 928 5,880 5,064 4,435 13,444 2,459 38,908
SEP 31 2,258 4,931 1,987 5,200 2,232 3,093 11,778 368 31,878
OCT -0- 2,906 2,243 3,638 5,760 386 -0- 11,606 I, 297 28,036
NOV 92 1,373 2,616 1,918 3,584 340 -0- 10,609 1,080 21,612
DEC 61 2,189 519 1,928 3,840 220 871 10,750 I, 867 22,245
TOTAL 4,401 19,816 21,831 23,020 56,464 39,678 17,421 118,631 42,692 343,954
.
V 1 L LAG E 0 F G R E E N P 0 R T
Water Department - Greenport Water Supply
Pumpage For Calendar Year - 1986
Pumpage in Gallons
Total Pump age
343,954,000
Plant No. 3 4,401,000 1%
Plant No. 4 64,667,000 19%
Plant No. 5 56,464,000 16%
Plant No. 6 57,099,000 17%
Plant No. 7 Il8,631,000 35%
Plant No. 8 42,692,000 12%
,
,
G R E E N P 0 R T
W ATE R
$ U P PLY
1986
Calendar Year
2,619 Services @ 3.2
8,381 People
Plant #3
Plant #4
Plant #5
Plant #6
Plant #7
Plant #8
* * * * * * * *
ACTIVE WELL$
$-1673 - $-1674 - $-1678 3
($-1675 - $-1676 - $-1677)
( Not Used )
4-1 (6) $-3697 3
4-2 (7) $-3698
4-3 (8) $-15795
5-5 $-169
6-1 $-24850 2
(6-2 $-24851-Not Used)
6-3 W$A-4872
$-33775
$-71873
Total 11
24 Meters - Municipal & Utility Buildings
PUMPAGE - PUBLIC WATER SUPPLY
M - Thousand Gallons
Total Yearly
Year Pump age M-Ga1s/Day
1986 343,954,000 942
1985 324,224,000 888
1984 314,557,000 859
1')Q,3 340,~68,OOO 933
lqe2 302,623,000 829
I')?' 299,304,000 820
l')W') 297,719,000 816
1979 2B7,118,000 7B7
1978 283,572,000 777
1977 319,102,000 874
1976 318, 171 ,000 872
1975 300,748,000 824
1974 309,244,000 847
1973 288,173,000 790
1972 285,163,000 781
1971 283,327,000 776
1970 239,169,000 655
1969 237,723,000 651
1968 240,340,000 658
1967 204,528,000 560
1966 222,442,000 609
1965 175,476,000 481
1964 183,255,000 502
1963 196,333,000 538
1962 180,637,000 495
1961 168,804,000 462
Acti ve Serv ices
Water Pumped
Total Revenues
GROWTH OF GREENPORT WATER SYSTEM
1976
1986
2,619
343,954,000
$643,000.00
Increase
478
27,783,000
$409,729.00
A new schedule of water rates became effective - January I, 1986
2,141
316,171,000
$233,271. 00
%
Increase
22%
9%
175%
WATER DEPARTMENT
Year
OperatinR Revenues
(Dollars)
Net Income
(Dollars)
1986 519,900.00 77 ,400.00
1985 494,236.00 64,159.00
1984 498,877 .00 22,194.00
1983 422,737.00 31,010.00
1982 422,689.00 58,114.00
1981 376,610.00 49,165.00
1980 318,931.00 26,369.00
1979 277.153.00 44.026.00
1978 244,208.00 39,306.00
1977 254,107.00 29,665.00
1976 206,431.00 ( 2,495.00 )
1975 186,963.00 ( 8,776.00 )
1974 189,036.00 15,333.00
1973 176,528.00 7,724.00
1972 154,844.00 21,446.00
1971 143,562.00 21,185.00
1970 136,643.00 11,895.00
1969 134,847.00 19,493.00
1968 116,435.92 12,061.83
1967 121,311.96 24,333.08
1966 89,021.63 6,720.78
1965 87,151.00 16,268.34
1964 81,134.33 14,694.10
1963 76,220.16 8,129.62
1962 75,862.21 11,690.08
1961 69,914.51 6,809.35
WATER DEPARTMENT
Year
Operating
Revenues
Total
Income
Total
Expenses
Net
Income
1986 519,900.00 643,000.00 565,600.00 77 ,400.00
1985 494,236.00 578,236.00 474,667.00 64,159.00
1984 498,877 .00 526,276.00 504,082.00 22,194.00
1983 422,737.00 470,627.00 439,617.00 31,010.00
1982 422,689.00 460,994.00 402,880.00 58,114.00
1981 376,610.00 401,469.00 352,304.00 49,165.00
1980 318,931.00 356,025.00 329,656.00 26,369.00
1979 277,153.00 322,659.00 278,633.00 44,026.00
1978 244,208.00 270,464.00 231,158.00 39,306.00
1977 254,107.00 279,228.00 249,563.00 29,665.00
1976 206,431.00 233,271.00 235,766.00 2,495.00
1975 186,963.00 221,820.00 230,596.00 - 8,776.00
1974 189,036.00 220,112.00 204,779.00 15,333.00
1973 176,528.00 203,450.00 195,726.00 7,724.00
1972 154,844.00 171,516.00 150,070.00 21,446,00
1971 143,562.00 150,853.00 129,668.00 21,185.00
\
1970 136,643.00 136,643.00 124,748.00 11,895.00
1969 134,847.00 134,847.00 115,354.00 19,493.00
1968 116,436.00 116,436.00 104,374.00 12,062.00
1967 121,312.00 121,312.00 96,333.00 24,333.00
1966 89,022.00 89,022.00 82,301. 00 6,721.00
1965 87,152.00 87,237.00 70,968.00 16,269.00
PRODUCT! ON ACTUAL
PUMPAGE PUMPAGE
Plant No. 3 340 340
Plant No. 4
4-6 220 165
4-7 260 240
4-8 150 210
Plant No. 5 200 210
Plant No. 6
6-1 480 460
6-3 500 505
Plant No. 7 300 305
Plant No. 8 300 290
2,750 gal/min 2,725 gal/min
3.96 mill gal/day 3.92 mill gal/day
2/5/87
,GREENPORT WATER SUPPLY
Bacteri a I Analysis & Chemical Analysis
BAC Samples Distribution 96
BAC Samples Wells 40
Chem Analysis - Full Wells 9
Chem Analysis - Full Distribution I
Chem Analysis - Partial Distribution I
Metal Samples Wells (Analysis done at time
of full chem-wells)
Monthly Ni trate Samples Well Fields 5 & 6 19
BAC Samples Farm Irrigation Wells 0
Chem Analysis Farm Irrigation Wells 0
Metals Samples Farm Irrigation Wells 0
Chem Analysis - Full Reservoir - Moores Lane 0
TEMIK& Furadan Samplings by
Trace Organics & Pesticides
SCHD & UC
Samplings
- Wells
by SCHD - Wells
154
10
VILLAGE OF GREENPORT --- WATER DEPARTMENT
RAINFALL - CALENDAR YEAR 1986
Weather Station
January 4.73
February 2.98
March 3.22
April 1.56
May 0.83
June 4.00
July 4.83
August 8.62
September 0.79
October 3.75
November 6.43
December 6.72
--
Total 48.46
VILLAGE OF GREENPORT
Deparbnent of Public Utilities
Rain Gau~e - Power Plant Area - Moores Lane
R A I N F ALL
1973 1974 1975 1976 1977 1978 1979 1980 1981 1982 1983 1984 1985 1986
Jan. 3.34 4.09 5.96 6.39 3.07 8.23 13. ,~ 1 .I';R 0.80 5.02 '\ ?" 2.19 1.27 4.73
Feb. 2.99 2.10 4.49 2.88 2.21 1.40 'l.f,~ n.Rl 6.u2 1.9u 4.76 7.05 2.68 2.98
Mar. 3.98 4.26 3.34 2.99 ~.O2 2.65 ?C:l 6.61 1..07 2.96 6.93 5.52 2.35 3.22
Apr. 7.21 3.23 4.24 1.87 3.84 2.14 It .37 c:.~? 4.88 4.50 10.19 4.17 1.48 1.56
May 4.26 3.33 3.30 2.84 1.95 5.30 c:.C:6 1.77 3.34 2.67 4.09 5.53 5.62 0.83
June 3.63 2.72 4.41 1.20 3.82 1.22 1.60 1.10 4.05 15.98 2.88 6.13 4.85 4.00
July 7.89 0.63 4.35 4.28 1.98 6.64 0.72 3.115 2.74 1.45 2.04 8.86 1.68 4.83
Au2.. 3.66 2.32 2.16 10.83 6.98 10.48 3.97 1.74 1.52 2.05 5.30 0.45 6.06 8.62
Sept. 1.98 4.38 5.58 3.19 5.31 2.99 3.83 1.86 3.40 2.98 1.07 2.79 2.70 0.79
Oct. 3.42 2.05 3.11 5.92 4.85 3.26 1.69 3.80 4.46 2.12 7.12 3.09 1.66 3.75
Nov. 2.33 1.43 5.11 0.73 3.21 2.87 4.01 1.111 2.84 4.49 10.02 2.24 7.65 6.43
Dec.. 6.41 6.16 3.48 2.93 6.52 6.02 , _OJI , .e.., 5.47 1.80 5.26 2.60 1.30 6.72
Total 51.10 36.70 49.53 46.05 48.76 53.20 50.22 35.31 40.99 49.96 64.92 50.62 39.30 48.46
~....~'~,~
VILLAGE OF GREENPORT
SERVICE CONNECTIONS - REPAIRS - ETC.
New Services - 1986
2 - West Water
23 - Regular
25 - Total
96 - Service Line Repairs
10 - Main Breaks
3 - Service Replacements
33 - Hydrant Work & Repairs
5 - Wet Taps
I - Reconnect to our System
Wells - #3 - Replace Gas Chlorinator w/Hypo Chlorinator
#4-6 - New Pump Installed
#4-7 - Rebuilt - Transferred Carbon Filter from #7 to #4-7
#4-8 - New Diesel Installed
#5 - New Pump Installed
#6-1 - Recharged Carbon Filter
#6-3 - New Well - Carbon Filter Installed
#7 - Fence Installed
Replaced Main - Fifth Street
Johnson PI ace
Mains Extended - Founder's Village - Youngs Avenue. Southold
August Acres - Bay Shore Road. West Greenport
Long Pond Acres (Sec. I) - Laurel Avenue. Southold
BREAKDDWN 1986 JOBS
Water Services:
Pebble Beach - 2
Greenfields - 5
Wi Ilow Point - I
Eastern Shores - I
Main Breaks:
South Harbor Road, So. - 3
Youngs Ave., So. - 2
Beach Road, Gpt. - 2
Cottage Place, So. - I
Mechanic St., So. - I
North Road, Gpt. - I
Service Replacements:
Williams - Biexedon,So.- I
Coon - Greenport - I
Van's H'dware, Gpt. - I
Reconnect to our System:
Wi II i am Sachs
- I
Wet Taps:
Johnson Place & Sixth Street,
Lakeside Gardens, Greenport
August Acres, West Greenport
Oyster Point, Greenport
Southold Gardens - I
Yennecott Park - I
West Water - 2
Regular - 12
Gpt. - I
- I
- I
- I
GREEN PORT WATER SUPPLY
NEW WATER MAINS
Founder's Village 1, 720 ' (6")
Young's Avenue 1,368' (l0")
August Acres 4,506' (8")
Long Pond Estates 3,560' (6")
Fifth Street 480' (8")
Johnson Place 380' (8")
Sixth Street 160" (8")
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lTflLlTV OffiCE TEL.
(S 16' 477-17411
MAVGa
IOWllGE w. HUIIAllIl
TIUlIlIU
'EANNE II. COOI'EIl
GAIL F. _TON
UAVID E.ItAI'ELL
W1WAII H. UEILEIN
POWER PLANT rn.
(516' 47HII72
--
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IUPI'.O'un~
'AIIU I._U.
236 THIRD STREET
GREENPORT. SUFfOLK COUNTV
NEW VORK 11944
October I. 1986
Mr. Dennis Moran, P.E.
County of Suffolk
Department of Health Services
225 Rabro Drive E.
Hauppauge, H. Y. 1178d
We: Update of Greenport Water Supply
Dear Mr. Moran.
In preparation of the next meeting with the Village of Greenport
Officials I submit the following Items that were worked on.
PLANT No.3 - Elimination of the gas chlorinator, and the use of a
hypo chlorinator.
No other work.
PLANT NO.4 - 4-6 - new pump, new column. new screen - acid bath and
---tested; new air relief valve.
Building painted inside.
4-7 - new check valve. new gate valve, new blow otf valve
---and associated piping inside building.
Carbon Filter installed outside of building.
Building painted inSide.
Pu~. column and surging had been completed in October 1985.
4-8 - New IR-358 - White International Diesel installed _
---April 1986.
Pump on line - May J3. 1986.
Building painted inSide.
PLANT No.5 - New pump and shafting installed and new screen.
Well surged and aCid bath.
New meter has been urdered and will be installed.
Sani tary seal Installed.
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Mr. Dennis Moran
Hauppauge. N.Y.
Page 2
Octobt'r I. 19li6
PLANT No.6 - 6-1 - Gas chlorinator rt'moved, 2 hYPochlorlnators installed.
DUllding paintt'd inside.
6-2 - Operatt'd during season, no otht'r work.
Pump off line September 22, 1986.
_- 6-3 - New wt'11 being insta \It'd.
Carbon Filter to be installed Octobt'r 8, 1986.
PLANT No.7 - Fence instal It'd around pump station.
Carbon Filter moved from Plant No.7 to 4-7.
Building painted inside and outside.
PLANT No. 8 - Building painted inside.
Caustic solution feeder finally got working on August 1986.
(Broken suction pipe - 4 years of t'ffort)
Sump pump with float put in caustic pit.
Monitoring wt'lls by Suffolk County nt'ar Plant No.8 to
be instal It'd October 1986.
PLANT No.9 - (Breaknock Hall) Bid opening on September II, 1986.
Not awarded as yt't.
PLANT No. 10- (Costello) In contract preparation.
Nitrate Notification - Complett' mailing to all customers, September 1986.
Items to be Co"~leted
Grounds and land to be cleaned up at all Pump Site~.
PLANT No.3 - No immediate work other than new sump pump.
PLANT NO.4 - 4-6 - No work.
4-7 - No work.
4-8 - No work.
PLANT NO.5 - Pump Station needs new roof.
Needs painting inside and outside.
New chlorine stand.
Test 3 on sitt' wells for quality.
PLANT No.6 - 6-1 - needs nt'w electrical distribution panel.
New mett'r on carbon filter.
6-2 - Either abandon or retest.
6-3 - Near completion and connect carbon filter.
PLANT No.7 - Repair ceiling panels due to leak.
PLANT No.8 - Roadway repair.
lnunediate Need
Village Board has requested tht' Engint't'r to submit a plan for
nitrate removal.
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Mr. Dennis Horan
Hauppauge, ~. Y.
Page 3
Oct. I. 1986
Water Main Replacement
1.
Wi llow Hi 11,
SOuthold - about 3,000 feet of 8" pipe to be replaced by
12" pipe, authorized by Village Board for bid. project
cost about ~92,OOU.
-
Grant 1985 - replace mains in Greenport, ~ of Broad Street, '
Kaplan Avenue, Center Street, Fourth Avenue, Third Street.
Project cost $161,~0 - Water Departn~nt share - $84,~00.
3. Small Cities Grant 1986 - ~ of Broad Street and Second Street. Project
cost $80,000 - Water Department share - $40,000.
2.
Small Cities
4. Replace 1.700 feet of 4" water main with 8" pipe, 5th Street, Johnson
Place, and 6th. Street to serve Condominiums. No price yet.
5. Replace 460 feet of 4" pipe on Ludlum Place wIth 8" pipe - not authorized
yet. No price yet.
Projects Authorized for Contract
I. Russ Mann - Minor Subdivision
2. Ed Dart - Minor Subdivision
3. Henry Arbeeny - Minor Subdivision
4. Verveniotis - Minor Subdivision
5. Costello - Major Subdivision
6. August Acres - Major Subdivision
7. Tide Mark, Sec. I - Major Subdivision
The Village Board of Trustees is committed to do what is necessary to
improve the quality of water delivered to our customers.
'I hope this letter will indicate we have made an effort on the I~diate
Co~nitment (p.~) of the Water Quality Report and Master Plan as submitted
by Holzmacher, McLendon and Murrell, February 1986.
If I can be of further service. please contact me.
Very truly yours,
James I. Mansell
Superintendent of Public Utilities
JIM:lkm
cc: George Hubbard, Mayor
All Village Trustees
Utility Committee
Village Attorney
Sam McLendon
, PLANT . PLANT I P/..IlN-r ! PLAN.."
, N.7 No 6 ' No '1 , N.8
GOUTIIOLO L~_~Np~ IE. MAIl'''''' IE. HIl"'ON'
, PI.AN r
: No3
LCRU"'P"RT
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/TANI<
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1300,000
,
GALS
POWER PWI
G1UEIINPT
C~N;'R~L
PLANT
NoS
S6IJTNOLD
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GREENPORT WAT[P SUPPLY
1- 20-8'1
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:</~/ Iff!:'
PROPOSED POLICY STATEMENT
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RE: Applications for Inclusion in
Village of Greenport Water System
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Report submitted by: Trustee Jeanne Cooper
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Dated: 12/12/85
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Proposed Policy Statement
Re: Applications for Inclusion in
Village of Greenport Water System
POLICY STATEMENT: To distinquish applicants. requesting hookup into the Greenport
Water System who lie outside Village boundaries, and who are not
minor subdivisions (4 or less), into two catagories.
Category A - System Sustained
Category B - Self Sustained
Definitions to follow.
PURPOSE -
To create incentives for applicants requesting hookup into Greenport
Water System to provide water into that system that is equal or in excess of
their projected demand.
JUSTIFICATION - Governmental bodies have historically enticed private enterprises
into co-operatively solving shared problems.
MECHANISMS AND DEFINITIONS _
A) Category A - System Sustained- Any applicant not defined by B(l) or B(2) and
who is dependent on the Greenport Water System to provide their water.
Any applicant who provides water capacity equal or in excess of projected demand.
B) Category B - Self Sustained mechanisms by which an applicant may fall
into Self Sustained category.
Mechanism B(l) - Onsite Program - ApPlicant is able to demonstrate to
satisfaction of Village Board, under criteria set by
Superintendent of Utilities, Village Board and consulting
Engineers, for quantity and quality, on onsite capacity
j-JEA/..;OJ DEpT'
to provide water that equals or exceeds projected use of
the project.
. l't'npo:1pd W"LAr ,Syn!,r>rn roli(~y
.
- 2 -
Mechanism B(2) - Transfer of Water Resource Program - Any applicant who
is not able to provide onsite production, may. under this
program, develop a well, off-site, or storage facility
in accordance with criteria set by Village Board,
Superintendent of Utilities, Consulting Engineering
Firms as to quantity and quality, which is at a location
HEAL,fJ o err:
within reasonable inclusion into the Greenport Water System
which would provide a capacity for water production equal
to or in excess to projected demand .Under the Transfer of
Water Resource Program, the applicant would be considered
equal to those providing onsite production.
Incentives for applicants to fall into Self Sustained Category.
A) Both B(l) and B(2) described applicants would have the cost of drilling
the well(s) and appertances deducted from upfront money, that deduction
not to exceed the total upfront money assessed by the Village Board.
However, the purchase price of any offsite location will not be
deducted from the "up front money".
B) It would be permissible under this TWR Program for two or more
applicants to provide a common offsite well, if that well was
determined by the Village Board ,to have sufficient quantity and
quality to cover projected water demand of the total of the
"
participating applicants.
C) Applicants that fall under the Self~Sustained category would be
considered for inclusion into the Greenport Water System separate
,
and aside from those falling under the System-Sustained Category.
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Proposed Water System Policy
- 3 -
BENEFITS:
A) Village Benefits - Applicant participation in finding and acquiring
for the Greenport Water System, well sites which should assist
Greenport in obtaining quantity and quality needed to serve its
present francise.
B) Applicant (Self-Sustained) - Since an applicant falling into the
Self-Sustained Category will be considered separate and aside from
those described as System Sustained, this may expedite hook up into
the system.
C) Applicants (System-Sustained) - The hope is that there will be provided
through the Self-Sustained mechanism, an over all excess which, combined
with Greenport Water System's efforts to seek new wells, will facilitate
faster inclusion of system sustained described applicants into the
Greenport Water System.
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IlESULU T I UN
:J./;;'I/&'I::.
WIIERE^S. the Village of Greenport Water Department should be desirous of
fostering as much water conservation as is possible by its
present and future customers, and
WIIERE^S. many new development projects and individual constructions are
projected in the Vi Ilaye and in our service area franchise in
the future, and
WIIERE^S, the New York State Department of Environmental Conservation has
established a list of water-saving devices, such as toilets,
shower heads, etc., and that these new devices have been pro-
jected to reduce the average household water use by up to one-
half and will reduce the amount of waste water flowing to the
sewer plant, and
~llImF^S. the installation of thesf' devicf's in nf'W construction will not
be prohibitorily expensive, ther'efore
BE IT RESOLVED TlIM:
^. The Department of Environmental Conservation's list of
water-saving devices shall be accepted by the Village
Utility Committee and that that list will be updated
from time to time.
B. That the Village Water Department be directed to refuse to
connect newly constructed buildings unless the superintendent
is given specifications on the'plumbing fixtures that
indicate t1lilt they conform to the Vi Ilage Uti I ity Depart-
ment's specifications for water-savin.2",c,Jyvices, and that
an emploYf~e of the Uti I ity Departmentm~ke a visual inspec-
tion of said devices before service is installed.
I.,<:!
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.f<pslllution
1'.1~10 ;>
c. Tllat tile Vi llage of Greenport l3uilding Department be directed
to inform bui lders at the time of their request for a building
permit that tlley must install these devices.
D. That the Soutllold Town Building Department be asked to direct
builders to conform to these standards and to check with the
Village utility superintendent if any questions come up. and
that the Southold Town Building Department be supplied with
a list of approved devices.
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Holzmacher, McLendon and Murrell, P.c. . H2M/Ragold, Inc. . H2M Labs, Inc.
575 Broad Hollow Road, Melville, NY. 11747-5076
(516) 756-8000. (201) 575-5400
February 28, 1986
Mayor George Hubbard
Inc. Village of Greenport
236 Third Street
Greenport, N.Y. 11944
Re: Water study
Dear Mayor Hubbard:
In accordance with your authorization, we have completed an
Engineering Report entitled "Water Quality Report and Master
Plan". We enclose herewith ten (10) copies for you, the village
Trustees, the village Clerk and members of the utility Committee.
We are concurrently sending J. Monsell two copies. We appreciate
the assistance provided by village and Health Department person-
nel.
We will forward a copy to the Suffolk County Department of
Health Services after you inform us. We will be ready to answer
further questions you may have, to meet with you and the Health
Department on March 12th and to implement the items which you
approve.
Thank you for your continued cooperation.
Very truly yours,
McLENDON & MURRELL, P.C.
SCM:vm
Encl.
Melville, NY . Riverhead, NY. . Fairfield, NJ
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....................................
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I
INC. VillAGE OF GREENPORT
Suffolk County, New York
WATER QUALITY REPORT
AND
MASTER PLAN
FEBRUARY 1986
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Il2M HOLZMACHER. McLENDON & MURRELL, P.C.
INC. VILLAGE OF GREENPORT
WATER QUALITY REPORT
AND
MASTER PLAN
INTRODUCTION
DISCUSSION OF BACKGROUND
WATER RESOURCES
WATER QUALITY SAMPLING REVIEW
CONCLUSION
EXISTING WATER SYSTEM
STORAGE FACILITIES
WATER REQUIREMENTS
WATER SUPPLY ALTERNATIVES
FIRE FLOWS AND REQUIREMENTS
WATER TREATMENT POTENTIAL
RECOMMENDATIONS
PHASE A
PHASE B
PHASE C
FINANCIAL CONDITION
FINANCIAL PREDICTIONS
APPENDIX
PAGE NO.
1
2
2
4
9
12
21
22
25
26
29
38
40
46
53
56
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~ HOLZMACHER, McLENDON & MURRELL, P.C.
LIST OF TABLES
TABLE
NO.
1
2
PAGE
NO.
TITLE
EXISTING WELL FACILITIES
20
23
27
58
59
60
62
63
3
WATER USE DATA AND ESTIMATES
FIRE FLOW RESULTS PRIOR TO 1985
4
EXPENSE FORECAST
5
6
CAPITAL FORECAST
CASH FLOW SUMMARY
7
REVENUE FORECAST
8
DEBT AMORTIZATION SCHEDULE
9
ESTIMATED KEY FUNDS VS.
ESTIMATED CAPITAL NEEDS
65
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LIST OF FIGURES
FIGURE
NO. TITLE
1 SCHEMATIC DIAGRAMS FOR THE
REVERSE OSMOSIS SYSTEM
2 ION EXCHANGE PROCESS
SCHEMATIC DIAGRAM
3 PLANT NO. 5
4 WELL FIELD NO. 3
PAGE
NO.
31
33
43
50
LIST OF EXHIBITS
EXHIBIT D-l - PROPOSED WELL NO. 6-3 - SITE PLAN
EXHIBIT D-2 - PROPOSED WELL NO. 7-2 & FUTURE DENlTE POND -
SITE PLAN
EXHIBIT D-3 - PROPOSED REPLACEMENT WELL NO. 9 - SITE PLAN & AREA
LIST OF PLATES
PLATE 1 - NITRATE STUDY UPDATE
PLATE II - 1974-1985 COMPARATIVE NITRATE STUDY
PLATE III - NITRATES - 8 MG/L VS. 10 MG/L
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t-tlM HOLZMACHER. McLENOON & MURRELL. P.C.
INC. VILLAGE OF GREENPORT
WATER QUALITY REPORT
AND
MASTER PLAN
FEBRUARY 1986
INTRODUCTION
The purpose of this study and report is to update the water
quality conditions in and near the Greenport water system and to
provide alternatives and recommendations for additional sources
of supply for the immediate and future needs. Specific inclusion
in the alternatives is the potential use of Silver Lake and the
reservoir on Moore's Lane.
The scope of the study authorized includes joint efforts
with the Suffolk County Department of Health Services, the
Village and Holzmacher, McLendon & Murrell, P.C. to collect and
analyze water samples from points similar to those in prior water
quality studies, as well as other sampling including a special
set near Plant No.8. The primary interest was to be nitrates
since they have been the primary concern for many years and are
the more difficult to remove. The study scope will also include
evaluation of Department of Health Services information on pesti-
cide analyses in the area concerned.
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~ HOLZMACHER. McLENDON & MURRELL, P.C.
DISCUSSION OF BACKGROUND
The franchise area of the Greenport water system extends
from peconic Lane on the west to east Greenport or the westerly
section of East Marion on the east. Only about 60 percent of
this area is actually serviceable with water mains at this time.
The primary areas excluded or unserved are Hog Neck in south
Southold, all of peconic and the areas north and west of the Ham-
let of Southold.
The unserved areas have remained on private wells because
the distance from existing water mains and/or low density of de-
velopment has precluded the extension of public water mains at
reasonable costs. The most effective method of providing ex-
tensions to many areas is the combination of revenue credits with
tax revenues from a water supply district area, as was done in
west Greenport. The concern by many to restrict development and
the use of the limitations of the water resource has had the
practical effect of further reducing the availability of public
water mains and supply to many areas.
WATER RESOURCES
For many years, the North Fork area was the subject of in-
tense water supply studies and reports by the United States Geo-
logical Survey, County of Suffolk, Town of Southold and the
Village of Greenport. The area has for years been considered a
critical area for water resource development because of the limi-
tation of available supply to the Glacial or shallowest of the
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filM HOLZMACHER. McLENDON & MURREu.. P.C.
aquifers. To further accentuate the problem of a limited re-
source, contamination from agricultural uses of fertilizer
(nitratesl and pesticides has caused further deep concerns for an
adequate water source. Fortunately, water treatment for removal
of pesticides is readily feasible and has been implemented on
both public and private well supplies. Thus far, Union carbide,
the manufacturer of Temik, has led the way in providing the treat-
ment units consisting of granular activated carbon (GACl ad-
sorbers and filters. They are very effective treatment units,
able to remove all pesticides until the capacity of the carbon is
nearing exhaustion.
The North Fork is critical for fresh water since the width
of the land surface is small compared to the length of shoreline
or exposure to salt water. There is little or no fresh water
under the first depth of confining clay. Reference is made to
prior reports which have estimated the safe yield of the study
area at 0.25 to 0.35 million gallons per day per square mile.
Fresh water for agricultural irrigation use has far exceeded the
use for domestic needs. As the farming pattern in the area has
changed from largely potatoes to a variety which includes vine-
yards, the total volume required for irrigation has reduced.
Farm education programs and the crop changes apparently have re-
duced the quantities of fertilizer used and should result in a
lowering of nitrates in the aquifers. Banning the use of some
pesticides a few years ago should, in time, result in a reduction
of these contaminants as well.
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ti~ HOLZMACHER McLENOON & MURRELL. P.C.
It is evidence of the cumulative effect of agricultural irri-
gation by merely observing the quality of water in the eastern
North Fork area. with very low flow gradients of groundwater.
flow and extensive irrigation over the years, together with an
average annual rainfall of about 44 inches, the concentration of
residual consti tuents has built up to many times the "background"
concentration of some of the constituents. Notably, sulfates,
calcium, magnesium, hardness, dissolved solids, nitrates and chlo-
rides are much higher here than in the non-agricultural areas.
WATER QUALITY SAMPLING REVIEW
More difficulty was experienced on this project in getting
nitrate samples from the same wells previously sampled. Ten (10)
years is a long time interval compared with the 2 to 3 year inter-
val previously utilized.
The results still show many areas of contamination. We be-
lieve we detect considerable improvement in the nitrate content
in private wells (shallow), but unfortunately this does not yet
follow through to the deeper, higher capacity wells needed for
public use. Its prospects are good for the future as the lower
nitrate concentrations penetrate to the lower depths, making more
supply locations available.
We have also had available, from the Suffolk county Depart-
ment of Health Services, a copy of their March 1985 map showing
pesticide, chloride, nitrate, organics and hydrocarbon survey
results.
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~ HOLZMACHER. McLENDON & MURRELL, P.C.
The contamination status, as we see it at this point in time
at the end of 1985, is as follows:
The chloride problems are restricted to the near shoreline
area wells, except for recent problems at Greenport Plant 8 in
East Marion and previously at Greenport Plant 3 - Moore's Lane.
The experience at plant 8 was unexpected, although it did follow
very extensi ve use of this plant as a base load on the Greenpor t
system. When we reviewed the well construction records, we noted
that the test drilling penetrated some 8 feet deeper than the
sand into what was expected to be clay. Drilling wa~ stopped
since the material was not good for a well screen and it was
assumed that the solid clay existed at a lower depth than pene-
trated. Now that the chloride problem has appeared, one expla-
nation may be that the clay is thinner or does not exist at this
location. If this were true, it would certainly explain an ap-
parent upconing of salt water at this location, resulting in a
mixture entering the well screen of Well No.8. Additional wells
situated from southwesterly to northeasterly from Well 8 were
sampled and analyzed later in 1985 to evaluate if a finger of
salt water may have been induced horizontally rather than the
suspected upconing. No evidence was found, although the moni-
toring well depths were unknown and it is possible though not
probable, for salt water to be underneath some of these wells.
The only noted organics-affected wells were (a) just south
of the main road between Mattituck and Cutchogue, (b) in Orient
west of Narrow River, and (c) south of the Long Island Rail Road
in peconic. Only one well was affected by hydrocarbons (gasoline
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or oil spills) in the service area, in peconic on the south side
of Main Road at peconic Avenue.
The primary concerns continue to be nitrates and pesticides
and they are widespread in the study area. Nitrate levels as
high as 21.5 in Orient and 24.0 in East Marion show a need for
continued attention, although the total areas in these two com-
munities with levels above 8 mg/l is smaller than in 1974.
There appears to be a small pocket of high nitrate water in north-
east Greenport, west of Main street, although tests to the north-
east and southwest of here show very low nitrates on the Brednock
Hall and Costello properties.
The extensive shallow clay deposits beneath Moore's Woods
and to a point west of Arshamomague pond, prohibit any wells ex-
cept small capacity ones for private use or for small local irri-
gation. This was further confirmed by test holes drilled in the
Long Pond Acres subdivision off Laurel Avenue in east Southold.
Based on domestic private wells in the central Southold area
and the two Greenport plants 6 and 7, an area of high nitrates
has been reduced to include an area from near plant 6 to just
east of Great Pond and an area south of plant 7 in north Southold.
A larger area of high nitrates extends from the northerly portion
of Hog Neck (Bayview) along the main road to cutchogue. An even
larger area of high nitrates extends from east Mattituck along
the Long Island Rail Road and North Road to northeast Cutchogue.
These areas appear smaller than previously indicated, at least in
the shallow wells.
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ti~ HOLZMACHER. McLENDON & MURRELl., P.C.
There is an area northwest of the Hamlet of Southold which
includes Plant 7 that shows promise of obtaining wells with
nitrate levels below the limit. This area should improve further
as lower nitrate water percolates deeper. There is also an area
in north peconic which may have some promise, but a scarcity of
wells in the area for information may be deceptive and provide
false security.
The results of the nitrate testing in 1985 are shown in tabu-
lar form in the Appendix and displayed in areal form on plate I.
The shaded areas represent estimates based on the analyses of the
areal extent of nitrate nitrogen levels greater than 8 mg/l, 80
precent of the recommended limit. The actual concentration
values are shown inside circles as noted, with location as pro-
vided by sampling personnel. Since most samples were collected
from private domestic wells which are normally no deeper than
required, the data presented may not be an accurate depiction of
the deeper portion of the shallow (Glacial) aquifer where most
large wells are screened.
Plate II shows an areal comparison of nitrate levels above 8
m/gl between 1974 and 1985. The significant smaller area in 1985
is indicative that the quality is improving and should work down-
ward in time. The "spine" area of the water table, approximately
along the North Road in peconic and northwest Southold is a large
area of improvement.
Plate III shows a comparison in 1985 of the data from the
special nitrate survey late in 1985 versus data from the Suffolk
county Department of Health Services records for earlier in 1985.
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The Health Department records are classified as areas showing
nitrates above 10 mg/1 while the H2M data is based on nitrates
above 8 mg/1. There is some overlap of areas, but there are ex-
tensive areas of high nitrate concentration contained in the
Health Department data, but not in the H2M data and some areas
where the reverse is true. If the total area of both survey data
is considered representative, there is not much area remaining
that is nitrate acceptable. principal areas acceptable without
treatment are indicated as west Southo1d, north peconic and the
Greenport area.
Pesticide contamination has replaced nitrates as that affect-
ing the most area. Union Carbide has already arranged for hun-
dreds of adsorbers (filters) where the concentration of Temik has
exceeded the New York State limit of 7 ug/1. They (Union Car-
bide) are still predicting a reduction in the reasonable future,
but there is not enough evidence yet to predict a scheduled re-
duction and we think they are too optimistic in their predic-
tions.
pesticide contamination is widespread in most of the active
agricultural areas. The immediate Greenport area is pesticide
free as expected. The north portion of Hog Neck (Bayview) is
also pesticide free for the most part. I t appear s that in many
areas the concentration of pesticide has peaked and is either
stable or reducing. The time required to reduce to acceptable
levels is unknown. Fortunately, treatment for removal of pesti-
cides is tried and proven and where needed for Temik has been
supplied to a great extent by Union Carbide.
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CONCLUSIONS
The most dependable location for future wells to minimize
treatment requirements is still adjacent to the surface ponds
which obviously have a capacity for nitrate removal and perhaps
also pesticide reduction. It is unfortunate that public re-
lations and political considerations apparently will not make
prior recommendations to use these sources possible.
with the upzoning that has been done in the Town of Southold
and the change in agricultural land use to that requiring less
irrigation and chemicals, the adequacy of supply with respect to
salinity is improved even more than previously. Since potato
farming irrigation requires approximately the same consumptive
water use as one-half acre residential development, as the larger
lot sizes are zoned, the consumptive water use in an area is re-
duced.
As we see it today, except along the shore or specific
points, the primary concern is for good quality rather than over
concern for quantity. Quantity is based on acceptable chlorides
- low salt water intrusion.
There is still considerable fresh water resource being dis-
charged to salt water. Most of it is discharged underground
through the many miles of shoreline at the fresh and salt water
interface. Based on limited deeper test drillings, the clay
thickness at the bottom of the Glacial formation is much thicker
in the Southold and peconic areas than in Greenport and East
Marion. Until better data are available, we have concluded that
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200 gpm wells are appropriate for the east portion of the fran-
chise, but much larger capacities are available in the Southold-
peconic area. With a clay layer present of more than 60 feet
thick (80 feet at plant 6), it is much more likely that salt
water encroachment will be horizontally above the clay than from
upconing.
In order to try to put safe yield or permissive sustained
yield into perspective in this area, some yardstick estimates
seem appropriate. Previous reports and theories have assigned
the safe yield here at 0.25 to 0.35 million gallons per day per
square mile of recharge area. It is very important to diversify
the withdrawal locations to realize these yields. A limited
study within the existing plants indicates a watershed area
around all Greenport plants of about 960 acres. If all agricul-
tural irrigation is consumptive use and estimated at 8 inches of
irrigation or 217,328 gallons per acre per year on 25 percent of
the watershed, the irrigation loss is 52.2 million gallons. If
60 percent of Greenport pumpage (1 MGD average) is outside the
village with 20 percent of it consumptive and 40 percent is in-
side the village at 100 percent consumptive, the total consump-
tive use is:
52.2 + 0.6 x 0.2 x 1. + 0.4 x 1.0 x 1.0 =
365.
.14 + 0.12 + 0.4 = 0.66 MGD
using watershed areas from 2,000' radius at Plant 8 to 3,500
feet at Plant 6 and 1 MGD per square recharge in this area, the
total available yield is 547 million gallons per year. This is
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more than the consumptive use derived above, but there is a need
to further spread the well pumpage over more of the franchise
area.
If each well plant were tabulated showing the noted water-
shed radii, the 1985 actual pumpage and the calculated recharge
in each watershed, it is clear that Plant 8 is the only plant
which exceeded it.
Mil. Gals.
Radi us of Area 1985
plant No. watershed (Acres) Pumpaqe
3 2,000' 92 6.9
4 2,500' 144 36.1
5 2,500' 144 60.6
6 3,500' 281 71.8
7 3,000' 207 65.2
8 2,000' 92 83.6
TOTAL 960 324.2
Mil. Gals.
Recharge @
1.0 MGD/MI2
52.3
81.7
81. 7
160.0
119.2
52.3
547.2
per year
The above data does not infer that each of the plants can
pump much more without problems, but it does indicate which plant
was stressed. The tabulation does not consider other private
pumpages in the watersheds nor the distribution of used recharge.
Silver Lake in the village of Greenport is an exposed
portion of the water table and fluctuates with it. The quality
is not potable, but has been considered for treatment and either
direct or indirect use. Similarly, the Moore's Lane Reservoir,
which has Silver Lake and the sourrounding groundwater aqui fer as
sources, has similar poor quality but perhaps treatable for indi-
rect use. Several alternate schemes for utilizing these surface/
ground water sources have been considered and will be discussed.
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A search has been made for other potential surface/ground water
bodies which might be utilized for contaminant reduced source.
Great Pond as noted for years would be an excellent source if it
could be made available. Another pond detected in or adjacent to
the franchise service area is on the west side of Mill Lane north
of North Road in peconic. There may be other places such as an
area 0.5 mile east of Mill Lane and 0.25 mile north of North Road
where it may be feasible to construct a pond which could accom-
plish enough contaminant removal to enable a reasonable size well
plant of about 500 to 700 gallons per minute.
EXISTING WATER SYSTEM
General and Area
The village of Greenport water system is often referred to
as the Greenport Water District since it serves an area much
larger than the Village corporate limits. The total "franchise"
area of the village water system covers about 15 square miles
while the Village corporate limits is only 1 square mile, of
which almost half is Moore's Woods. Of the 15 square mile ser-
vice area, about 2/3 of it has water mains installed or within a
reasonable distance. The franchise area extends from peconic
Lane in peconic on the west to Shipyard Lane on the east and from
Long Island Sound to peconic Bay. Most of the unserved area in-
cludes the areas adjacent to the Hamlet of Southold, north, west
and southwest (Hog Neck).
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tiZ" HOLZMACHER. McLENDON & MURRELL, P.C.
Existing Supply Plant Descriptions
The Village water system predates the 1890's when the
village acquired the system from a private water company. The
original and first two plants (Nos. 1 and 2) consisting of 3
wells on the east side of Moore's Lane were abandoned years ago
because of surface entry contamination or extremely high iron and
manganese.
plant 3 is at the southwest corner of Moore's Lane and North
Road and consists of three (3) active wells (north suction) and
three (3) inactive (south suction) wells. Well depths reportedly
are 45 to 57 feet. The capacity of this plant is about 340
gallons per minute. For many years, when 6 wells were in service
and pumping capacity was greater, the well field was flooded by
pumping from the Village Reservoir during periods of heavy use.
This minimized the increase in chloride levels, which at times
exceeded the recommended drinking water standards. Water quality
from this plant is poor, very high in iron and manganese. Most
of the site is heavily wooded which reduces net recharge to the
aquifer. This plant is a prime location to induce treated water
from the Silver Lake/Reservoir system to increase the available
capacity. This will be discussed more extensively in alterna-
tives for added supply.
Geology information in this area is not complete, but from
data available there are thick, tough clays south and west of
Plant 3. Apparently, north and east there is more sandy material
to clay at depths of about 60 feet.
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Some years ago, test borings conducted adjacent and south of
plant 3 included a test well adjacent to the pump house. The
boring indicated two (2) possible substrata less than 60 feet
deep but a test well in the south suction to the shallower depth
was non-productive. This may be repeated in the northerly
section for hopefully better results.
plant No.4 is situated in the western edge of East Marion
just east of the Island End Golf Course, east of Greenport
village. There are three (3) wells on this 15.4 acre site, Nos.
4-6, 4-7 and 4-8. The wells are about 80 feet deep and have ca-
pacities of 150 to 200 gallons per minute. All are powered by
manually started diesel engines since no electric power has been
installed on.this site. Water quality at this location has de-
teriorated with substantial increase in chlorides and with some
pesticides and nitrates. Nitrates have ranged from 6 to 8 mg/l
of N for the past 7 years in Wells 4-6 and 4-7 and 2 to 4 mg/l in
Well 4-8. Chlorides have been rather erratic in Well 4-8 from 60
to more than 180 mg/l, while Well 4-6 has ranged from 60 to 170
mg/l. Well No. 4-7 has had a narrower range of 45 to 85 mg/l.
Wells 4-7 and 4-8 have been relatively free of pesticides, while
4-6 has shown as much as 11 mg/l, but an average of about 4 mg/l
for much of 1985. Wells 4-6 and 4-7 are old wells and are sub-
ject to more frequent mechanical problems. Even Well 4-8 is
about 30 years old. All three (3) well pumps, engines and chlori-
nation equipment are each housed in a one-story small masonry
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building. An interconnection exists at the plant with the adja-
cent Island End Golf Club which has a large irrigation well (400
plus gpm).
The age of this plant is obvious. Recently, none of these
wells were usable for various reasons. Well 4-6 has developed
severe air entrainment problems and cannot be used until the
cause is determined and corrected. The column pipe has probably
failed. No. 4-7 was recently rehabilitated, but shortly after
return to service its capacity reduced to almost nothing. It is
under study and repair by a contractor at this time. Well 4-8
has had engine problems for some time and is not operable at this
time.
plant No.5 was the original pumping station of the North
Fork Water Company, which was acquired in the early 1960's by the
village. Four of the original 5 wells are no longer used, but
Well 5-5 still produces at about 150 gallons per minute. The
plant also contains the original hydropneumatic tanks which ex-
tend through the west wall of the below ground pumping station
building. The site is L shaped on South Harbor Road in southwest
Southold Hamlet and consists of 1.4 acres. This plant is in the
most westerly end of the water main system. The pumping station
structure is primarily below grade and has a large floor area if
needed for future facilities.
A 166-foot geological well (5-69451) was drilled at this
site. A well point installed from an interval of 146 to 150 feet
and pumped revealed that the water below the clay layer was salty
and exceeded 20,000 umhos/cm in conductivity. In addition to
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this well, an 80-foot (S-69452) observation well was installed
and sampled, showing acceptable quality.
plant No.6 is situated on a 10-acre site on Old North Road
east of Horton Avenue to the north of Southhold Hamlet. The
plant was constructed in 1964-65 as two (2) 500 gallons per
minute wells about 1,000 feet apart. The southerly well (No.
6-1) was a good producer, but Well 6-2 was very disappointing.
Within 2 years, its capacity was reduced from 500 to 350 gallons
per minute and since then has been surged and cleaned, but ca-
pacity has not been sustained. There apparently is a lot of silt
in this formation which clogs the surrounding aquifer sand.
In 1980, the Suffolk County Department of Health Services
installed four (4) test wells at this site. Three of them were
requested by Union Carbide to ascertain variation in water
quality with time at depth of 50, 60 and 70 feet. We are aware
that the Health Department sampled wells in October 1985. These
analyses show acceptable nitrates, but aldicarb was over the
limit. Deeper tests were free of aldicarb, showing the result of
dilution, degradation or migration. Other analyses may be done
before going too far with another well at this site. The fourth
well was installed as a deeper geological well drilled to a depth
of 316 feet. A total of 11 cores were taken, and the hole was
gamma and electric logged by the USGS. The object of this dril-
ling was to determine the extent of the clay layers. It was
found that from grade to a depth of 120 feet, sand and gravel
were present. From 120 feet to approximately 200 feet, there was
a clay layer present; from 200-230 feet, layers of sand were
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present, and from a depth of 230-244 feet, fine sand with layers
of clay were present. From 240-316 feet, fine sand with layers
of coarse brown sand and grit were present. The County investi-
gation showed that the water below the first clay layer is salty.
Conductivity in this zone exceeded 20,000 umhos/cm, and the water
was very salty to the taste. An analysis of the water indicated
a chloride concentration of 7900 mg/l. This plant should be capa-
ble of greater capacities than exist, but quality is still a prob-
lem without treatment.
Plant No.7 is on Old North Road east of Bowery Path in
Southold and consists of a single well (S-33775) which was con-
structed in the early 1970's by the County of Suffolk as part of
the Comprehensive Water Plan. It is an 8-inch diameter cased
well with 20 feet of 6-inch screen to a depth of 89 feet. The
nitrates in this well were very high for a number of years (al-
most 20 mg/l), but in 1980 after substantial reduction to below
10 mg/l, the village with the aid of the Farmers Home Adminis-
tration, converted this well to a production well of 300 to 350
gallons per minute. The well is equipped with a 300 gallon per
minute, 30 horsepower, deep well electric pumping unit, housed in
a one-story masonry building. Treatment is chlorination using
hypochlorite. The immediate area around the pump house is to be
fenced.
The increase in Temik concentration resulted in Union Car-
bide providing a temporary adsorber (trailer mounted). More re-
cently, the quality of this well has been satisfactory both from
nitrate and Temik considerations. We believe the level of both
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will continue to decrease unless appreciable underflow is induced
from the east and southeast where levels are higher. A vertical
profile test well would be very helpful to verify the belief that
the shallow water here is well below the nitrate and Temik limits.
There is space on this site for another well, although it is not
possible to get a full 200-foot radius of pollution protection
since the site is less than 400 feet wide. Well 7-1 is placed to
provide the 200 feet to the west, but less than 200 feet to the
east where there is a nursery. The site is low enough that it
may be feasible to utilize a denitrification lagoon in the fu-
ture.
In 1980, the Suffolk County Department of Health Services
constructed a drilling to a depth of 220 feet just below the
upper clay layer. Samples taken from 216-220 feet were very
salty at a conductivity of 20,000 umhos/cm. plant 7 should be
able to provide a greater capacity than now exists. Heavier
pumpage may induce quality problems, but this may be true every-
where.
plant No.8 is located on a 1-1/3-site with adjoining non-
pollution easement restrictions around it in the Pebble Beach
section of East Mar ion, just east of The Long Way. The well is
12 inches in diameter and 82 feet deep with 20 feet of 8-inch
screen. The water quality at this plant has been very variable.
The test well installed showed excellent water with nitrates at
7.5, chloride at 29 and no Temik. After the permanent well was
placed in operation, a Temik problem appeared, but after pumping
further, the problem appeared solved. When plant 4 wells were
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down, Well 8-1 was placed as base load use and operated exten-
sively. After about a year and a half of operation, chlorides
were detected above the limit of 250. The quality recovered
after resting the well, but limited operations since at 300
gallons per minute have resulted in chloride levels of about two-
thirds (165) of the limit (250). More recently, the well has
been operating at 200 gallons per minute to observe if chlorides
can be stabilized at a reduced pumping rate. Additional moni-
toring wells, in addition to the one on site, are needed to ascer-
tain whether the chlorides are entering vertically from upconing
or deep horizontally below the screen level of the private wells
in the area.
The existing sources of supply except Plants 7 and 8 are
old, from 30 plus to 50 plus years. Plants 7 and 8 are only 5
years old, but have experienced source problems, chlorides at No.
8 and screen formation clogging at No.7. A tabulation of exist-
ing sources of supply units is presented in Table 1.
As noted in Table 1, the sustained capacity of the existing
village sources of supply, with recommended deductions for re-
serve, is 1200 gallons per minute or 1.73 million gallons per day.
This compares with a recent peak day in 1985 of 1.79 million
gallons per day and a current potential peak day of about 2.0
MGD.
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- - - - - - - - - - - - - - - - - - -
TABLE 1 i
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EXISTING WELL FACILITIES N
;:
>
Cl
:I
Approximate Year Year Last Authorized Present Sustained m
."
Well No. DEC No. Year Drilled Renovated Pump Diameter Depth Capacity Capacity Capacity ;:
n
r
m
3-1, 3-2, S1673, 1674, z
8
3-6 1678 1930 1980 6 x 6 45-57 500 350 340 z
..
;:
4-6 53697 1940 1986 1986 8 x 8 79 200 0 200 c:
"
"
m
4-7 53698 1940 1986 8 x 8 79 200 210 200 r
r
."
p
4-8 S15795 1957 8 x 8 80 300 0 180
5-5 S169 1930 10 x 10 60 250 150 120
IV
0 6-1 S24850 1965 1984 1984 12 x 10/6 94 500 430 430
6-2 S24851 1965 12 x 12 77 500 100 50
7-1 S33775 1970 1984 1981 8 x 6 89 500 300 250
8-1 S71873 1981 1981 1981 12 x 6 82 500 300 150
-
3,450 1,840 1,920
Suggested deduction for reserve: Well #3 (340), #4-8 (180), #6-2 (50) and #8-1 (150) = 720 (720)
Net Available 1,200
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STORAGE FACILITIES
Storage facilities on the Greenport system consist of one
major unit, a 300,000 gallon elevated steel tank and two (2)
15,000 gallon hyropneumatic tanks.
The 300,000 gallon elevated tank is on the west side of
Moore's Lane north of Route 25 in the village of Greenport. The
tank overflow which controls the basic hydraulic gradient in the
distribution system is at elevation 185 feet above sea level and
has a range of water level of 40 feet. This tank is more than 40
years old, but is in satisfactory condition. A future elevated
tank addition in Southold should be funded when appropriate.
Based on a normal storage of 20 percent or more of the maxi-
mum day pumpage, where wells are available just for the maximum
day rate, more storage is now needed. A review of the charts for
the summer of 1985 indicates that the lowest the tank reached on
any day was a drop to 13 feet or to a point of about 25 percent
capacity remaining. Pumpage rates for each hour are not availa-
ble in the Greenport system so a mass diagram type drawing or
.
calculation cannot be made to determine the actual amount which
would have been used if only the maximum day average rate had
been available for the full 24 hours. It is common in most sys-
tems to have excess well capacity and to actually use less stor-
age than theoretically required.
The two (2) 15,000 gallon hydropneumatic tanks are located
at Plant 5 on South Harbor Road in Southold. Under normal pres-
sure variations of about 10 psi, these tanks only contribute
about 2,000 gallons of water storage. These tanks are very old,
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dating back to the North Fork Water Company days and should not
be considered available for a long term.
Elevated storage not only provides a system with water dur-
ing the hours that demand exceeds well pumpage, but it also
serves as a pressure regulator and surge suppressor and provides
a reserve volume for fighting a fire or for supply during a power
failure period until auxiliary engines can be activated.
Looking to the future, we anticipate the need for another
tank of 300,000 to 500,000 gallons capacity. It should be placed
on the highest available ground to minimize costs, but more im-
portantly, it must be a politically acceptable esthetic location
and should be near transmission mains. At this time, a best
compromise site would be at plant No. 6 north of Well No.6-I.
Until the existing tank is deteriorated and/or water treatment
additive costs become much more severe, it is more cost effective
to construct more shallow well capacity than to construct more
storage.
WATER REQUIREMENTS
It has been 20 years since a major drought imposed excessive
demands on most water systems of Long Island. Greenport did not
suffer as much as some and even so the demands increased about 50
percent with only a 20 percent increase in number of services.
We have tabulated the "Water Use Data and Estimates" as Table 2
for 1947 to 1985 and estimated for 1990 and 1995. The number of
services at the end of 1985 was 2,546 with about 2/3 of these
outside the corporate limits. The estimated population served is
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I ~ HOLZMACHER. McLENDON & MURRELL, P.C.
TABLE 2
I WATER USE DATA AND ESTIMATES
I P U M P A G E
M..l\X IMUM
NUMBER POPULo AVERAGE MAXIMUM MAXIMUM
I SERVICES PER ESTIMATED DAY DAY MONTH
YEAR (YEAR END) SERVICE POPULATION MGD- GPDS MGD-GPDS MGD GPDS
I 1947 827 4.3 3,560 0.31/375 1.1/1330 0.53/640
1950 896 4.0 3,580 0.31/347 1.1/1225 0.41/460
I 1955 965 3.5 3,380 0.455/472 1.4/1450 1.04/1080
1956 980 3.4 3,340 0.37/377 1.2/1225 0.56/570
1957 990 3.3 3,260 0.44/443 1. 33/1340 0.90/910
I 1958 1314 3.2 4,200 0.41/312 1.1/840 0.66/500
1959 1330 3.1 4,120 0.40/301 1.07/805 0.64/480
I 1960 1349 3.0 4,050 0.44/326 1.57/1165 0.70/520
1961 1383 3.0 4,150 0.45/326 1.26/910 0.80/580
1962 1437 3.0 4,300 0.48/335 1. 39/965 0.79/550
1963 1444 3.0 4,330 0.54/373 1.47/1020 0.935/640
I 1964 1457 3.1 4,520 0.504/345 1.02/695 0.61/420
1965 1486 3.1 4,600 0.48/324 1.19/805 0.78/525
I 1966 1650 3.1 5,110 0.614/372 1. 568/950 1.14/690
1967 1700 3.1 5,260 0.562/332 1.30/770 0.74/435
1968 1744 3.1 5,400 0.657/376 1.60/917 1.00/575
I 1969 1782 3.1 5,550 0.652/366 1.46/820 0.865/485
1970 1844 3.15 5,810 0.655/355 1. 70/922 0.986/535
1971 1866 3.15 5,880 0.776/415 1.86/997 1. 03/556
I 1972 1982 3.15 6,243 0.780/394 1. 72/868 1.18/603
1973 2034 3.15 6,407 0.790/388 1. 71/841 1.08/531
1974 2073 4.16 6,530 0.847/409 2.18/1052 1.34/644
I 1975 2121 3.2 6,787 0.88/400 1. 72/1000 1.15/542
1976 2141 3.2 6,851 0.872/407 1. 99/929 1. 43/668
1977 2185 3.2 6,992 0.874/400 1. 91/874 1. 38/632
I 1978 2209 3.2 7,069 0.777/352 2.18/987 1.20/543
1979 2241 3.2 7,151 0.787/351 2.18/973 1.41/629
I 1980 2274 3.2 7277 0.859/378 2.22/974 1.24/545
1981 2301 3.2 7363 0.817/355 2.01/873 1.21/528
1982 2365 3.2 7568 0.829/351 2.09/884 1. 33/562
i I 1983 2396 3.2 7667 0.933/,389 2.1/876 1.61/672
1984 2447 3.2 7830 0.859/359 1. 77 /769 1.22/499
1985 2546 3.2 8147 0.90/375 1. 79/703 1. 31/515
I 1990 3000 3.2 9600 1.17/390 2.7/900 2.02/673
I 1995 3500 3.2 11,200 1. 36/390 3.2/914 2.4/685
2000 4000 3.2 12,800 1.55/390 3.65/914 2.74/685
I 23.
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Il~ HOLZMACHER, McLENDON & MURRELL. P.C.
8,147 and growing. The average day pumpage was 0.90 million
gallons per day. The maximum day (24 hours) during the summer of
1985 was 1.79 million gallons per day, which was lower than previ-
ously reported for the years 1976 to 1983. We believe the data
for some of those years may need correction to adjust to a 24-
hour use basis, but it is likely that in 1983 and perhaps one or
two other years, the maximum day required was slightly in excess
of 2 million gallons per day.
In estimating the future needs, we have modestly increased
the gallons per day per service to derive estimates for 1990,
1995 and 2000. The maximum day for 1990 is estimated at 2.7
million gallons, almost a million gallons more than recorded in
1984 and 1985.
In order to meet a 2.7 million gallons per day requirement,
the Village should have rated well capacity totaling about 4
million gallons per day to allow for at least one 500 gpm, one
250 gpm and one 150 gpmunit out of service.
The needs for peak hour domestic use not handled by the
wells is supplied by the storage tank. Peak hour demands for
fire protection actually exceed those for the domestic system and
are supposed to be available coincident with the average flow on
the maximum day. Generally, most of a short duration fire demand
is satisfied from the storage tank.
In order to have 4.0 million gallons per day (mgd) usable
well capacity, an additional 4.0 - 1.7 = 2.3 mgd capacity should
be provided for in the near future.
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~ HOLZMACHER. McLENDON & MURRELL, P.C.
The increase from the 1.79 mgd needs in 1985 to the 2.7 mgd
recommended for 1990 will not be in even increments. Actually,
the village system should be prepared to supply a maximum day of
2.34 mgd in 1986. This will require at least 0.6 mgd, or 420 gpm
more than the present reliable capacity.
WATER SUPPLY ALTERNATIVES
General
Apparently, the quantity of supply resource in the East
Marion area is less than we had begun to believe. with the high
capacity (450 gpm) golf club irrigation well and combined ca-
pacity of almost 600 gpm from plant 4, we expected that a 300-400
gpm base load well would be available in the area. This now is
doubtful, but more mopitoring is needed to explain the high salt
content experienced at plant 8. None of the other plants, except
Plant 3 some years ago, have experienced chloride difficulties
near the limit. Well 4-6 and 4-8 have shown substantial in-
creases which may coorelate with the Plant 8 problem.
In planning for an adequate future water supply for the
Greenport system, our first attempt is to find source locations
which have good quality and require minimum treatment. The major
sources of good quality water, near surface ponds (Great pond)
and in the Greenport vicinity (Brednock Hall) have engaged vari-
ous types of extensive opposition. The primary purpose of this
report was to hopefully show the most likely sources of good
water for further development. Our recommendations are based on
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data and opinions available, but in any groundwater system, migra-
tion of problems with added pumpage is always a possibility. We
expect the effect of the better quality shallower water to have
an increasing good effect on the deeper water used for the larger
municipal wells. In planning and designing new wells where this
condition is apparent, we will attempt to keep the effective well
depth where the best water is likely.
FIRE FLOWS AND REQUIREMENTS
The Greenport water system, because of its far reaching
area, its older mains and limited supply related to the fire flow
requirements, is not likely to ever have all the flows available
that Insurance Service Office recommends. It is far better, how-
ever, than no flow or only token or minimum flow. The area of
worst deficiency in downtown Greenport does have the harbor for
an auxiliary source for pumping. The peak hour required for
fire, coincident with maximum day average pumpage, will dictate
the peak hour requirement of the village system. The fire flow
testing results taken prior to 1985 are listed on Table 3.
Of the 29 locations tabulated, only 6 meet the recommen-
dations. Deficiencies run as high as 3,700 gpm in downtown Green-
port and 3,100 in downtown Southold. The Village is overdue for
another series of tests. It is hoped it will wait implementation
of this report's recommendations.
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ti~ HOLZMACHER, McLENOON & MURRELL. P.C.
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TABLE 3
INC. VILLAGE OF GREENPORT
I
FIRE FLOW RESULTS PRIOR TO 1985
I
Location
I
1. Main Road at Ackerly Pond Lane, Southo1d
2. Oak1awn Avenue s/o Main Road, Southo1d
3. Main Road at Wells Avenue, Southo1d
4. Main Road at Beckwith Avenue, Southo1d
5. Youngs Avenue at Hommel Avenue, Southo1d
6. Hill Road near Harbor Drive, Southo1d
7. Hobart Avenue N/o Terry Lane, Southo1d
8. North Road E/o Youngs Avenue, Southo1d
9. Boisseau Avenue at Hommel Avenue, Southo1d
10. Main Road at Locust Avenue, Southo1d
11. Town Harbor Lane near Terry Lane, Southo1d
12. Orchard Lane at Arshamomaque Avenue,
Southold
13. Bay Home Road s/o willow, Southo1d
14. Long Creek Drive E/o Tuthill, Southo1d
15. Main Road w/o Mill Creek Drive, Southo1d
16. North Road w/o Town Beach, Southo1d
17. Sage Boulevard, West Greenport
18. Main Road w/o Chapel Lane, West Greenport
19. North Road w/o Chapel Lane, West Greenport
20. Si1vermere Road s/o Shore Drive, Greenport
21. Front Street E/o Moore's Lane, Greenport
22. Clark at 6th Street, Greenport
23. Front Street w/o 4th Street, Greenport
24. Front Street at Main Street, Greenport
25. Main Road N/o Center, Greenport
26. Manor Place at Sterling, Greenport
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27.
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Recommended
Flow
1,500
3,500
4,000
2,000
6,500
500
1,500
2,000
2,000
2,000
2,000
750
500
500
2,250
3,000
2,250
1,500
2,250
2,000
3,500
3,000
3,000
6,000
6,000
1,250
Available
Flow
800
650
900
1,050
700
430
750
1,500
1,500
1,300
650
750
500
750
1,200
2,050
1,250
1,400
2,300
800
2,400
1,100
1,750
2,300
3,200
1,700
Deficiency
GPM
700
2,850
3,100
950
5,800
70
750
500
500
700
1,350
o
o
Excess
1,050
950
1,000
100
Excess
1,200
1,100
1,900
1,250
3,700
2,800
Excess
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1
1
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1l2M HOLZMACHER. McLENDON & MURRELL, P.C.
TABLE
(CONT'D.)
INC. VILLAGE OF GREENPORT
FIRE FLOW RESULTS PRIOR TO 1985
Reconunended Available Deficiency
Location Flow Flow GPM
27. North Road E/O Sound Road, Greenport 3,000 1,050 1,950
28. Westwood Lane at Inlet Pond Road, Green-
port 750 1,100 Excess
29. Main Road E/O Gull Pond Lane, Greenport 3,000 1,000 2,000
30. Inlet Lane at Beach Road, Greenport 750 650 100
28.
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1l::lM HOLZMACHER. McLENDON & MURRELL, P.C.
WATER TREATMENT POTENTIAL
The following sections will review several typical and ex-
perimental treatment processes for both nitrate and pesticide
removal. Each system will be reviewed for the advantages, disad-
vantages and cost to implement such processes within the. Green-
port water system.
Reverse Osmosis for Nitrate Removal
Reverse osmosis (RIO) is a membrane-separation technique in
which a semi-permeable membrane allows water passage while acting
as a highly selective barrier or screen. The reverse osmosis
process utilizes external pressure differences being applied to
the liquid causing the water to flow against the material direc-
tion through the membrane, thus producing water purer than the
original solution.
Reverse osmosis has been applied to many water purification
systems for the removal of dissolved colloidal and particulate
matter, as well.as inorganic, organic and microbial species.
Basic limitations in the operation of a Rio system include:
Feedwater pH must be on the acid side to pre-
vent membrane hydrolysis (5 to 7)
Microbial population must be limited to prevent
microbial degradation of membrane
Prefiltration to remove particles of suspended
matter that could cause damage to membranes
Noting the above limitations, the installation of a Rio
unit will also require a chlorine system for bacteria control, a
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~ HOLZMACHER, McLENDON & MURRELL, P,C.
prefilter system and a pH adjustment system. A schematic diagram
of a typical RIO system is presented on Figure 1.
Reverse osmosis modules or package units are currently be-
ing marketed for water treatment, utilizing a series of flow
tubes with membranes in which high pressure pumps force the feed-
water through the system. Typically, 90 to 95 percent of the
feedwater is processed as the permeate or treated water. The
by-product or concentrated solution representing 5 to 10 percent
of the feed rate can either be discharged at this time or sent to
a secondary R/O treatment system for further purification.
Once installed, a Rio system will require minimal operator
attention. The major operating and maintenance requirement of
the system will be the membrane replacement. projected membrane
life is 2 to 5 years, depending on the concentration of pollu-
tants in the feedwater. Typical daily operator requirements
would include the monitoring of system pressures, pH adjustment
and affectiveness of the filter system.
The approximate capital cost for a reverse osmosis system is
$700,000. per million gallons per day plus housing. Operating
costs are about $1.00 per thousand gallons.
Ion Exchanqe for Nitrate Removal
Ion exchange is a separation process in which ions, held by
electrostatic forces on the surface of an insoluble exchange
solid, are replaced by ions of similar charge in a solution in
contact with the solids. In general, ion exchange is a reversi-
ble process and is selective in the removal of dissolved ions.
30.
-------------------
CNt.OAII<I6 ADO.
(I!SA"T41CIA eOl<lTR.t.)
pH AD.lUST
(S TO 7)
I
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REVERSE
OSMOSIS
UNIT
TA4A740 WA77IR
('0 - 9S 'Y. O/:
FEED "lATe)
~ TO IN'A TIS /If
.. DISTRh/5<.177<:Mr ~ Y::.TE"'"
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1--
PR41 F Ii.T RAT,""N
I (""<.I{.r"-"","o,,A .F"i.TER)
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A ..-TOMA T"C ISAc.KW4SN
ONSCNARtiE
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r C_NCENTRATEO
I!S.'''TION
I bECONDARY
I TREAT""',6NT
r -1j~~~
I $OFT4'NE"t i
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+
(TO DEEP .f!ECNAR<iE OR )
se~oNOAt:lY TAtCA7""'ENr
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I-'
'Tel WATER
. D"Sn~"J5qT"ON .:s YS'TEM
(4 TO 9 % Or ;:~~O "lAT'Ii)
+
DNSC#AR6E
ro DEEP
/(EC.#ARt;1I WEt.i..
(S TO /0 'Y_ -P
1'"660 RAT")
DI.$t::NA~/$E
(/ -" OP F'IiiO RATIl)
SCHEMATIC DIAGRAM
FOR THE
REVERSE OSMOSIS SYSTEM
Il~
HOLZMACHER. McLENDON & MURRELL, P.C.
CONSULTING ENGINEERS. ENVIRONMENTAL SCIENTISTS and PLANNERS
MELVilLE, N.Y.
FAAM1NGDAlE, N.Y
RtVERHEAD, NY
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Purification by ion exchange is a process for removing ion-
ized species from slightly ionized water. Most ion exchange oper-
ations are carried out in columns. As the feedwater is passed
down through an ion exhange bed of material, ions from the feed-
water become attached to the material. Ion exchange processing
may be considered a batch operation for any single column with
the operating cycle consisting of four phases: service period,
backwash, regeneration, and rinse.
During the service period, feedwater is passed through the
bed of material with removal of ionized contaminants. The feed-
water will exchange all its exchangeable ions until the entire
bed is covered with exchange ions. The column would then be
placed in a backwash mode, in which water is passed up through
the column to remove any foreign matter which entered the column.
During the regeneration period, regenerant solution is pumped
down through the bed displacing undesirable ions from the ma-
terial and restoring it to its original condition. The waste
stream that is generated would require disposal. In the rinse
period, feedwater is used to wash off any spent regenerant solu-
tion remaining in the bed. At this time, the column can be
placed back on-line in the service period. When continuous pro-
duce water is required, the ion exchange process would consist of
several columns and cycled in different phases. A schematic dia-
gram of the ion exchange system is presented. in Figure 2.
One major disadvantage of an ion exchange system is the
quantity of wastewater generated by the process. Typically, the
32.
-------------------
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r- - - + .<5ACKWA $# DI.sC#A~..€
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T~eA'TEO WAT6R 7'1:)
DIS'TR/~C/'T/O.M .$Y$7'EM
ION EXCHANGE PROCESS
SCHEMATIC DIAGRAM
Il~
HOLZMACHER. McLENOON & MURRELL, P.C.
CONSULTING ENGINEERS, ENVIRONMENTAL SCIENTISTS and PLANNERS
MELVILLE, N.Y.
FARMINGOAlE. N,Y
RIVERHEAD, N Y
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backwash discharge, spent regenerate and rinse water can equal up
to 12 percent of the feed rate.
Another potential but major disadvantage of using ion ex-
change on wells on the North Fork of Long Island is the high con-
centration of sulfates. Sulfates frequently will be exchanged
before nitrates, such that most of the ion exchange capacity
would be unavailable for nitrate removal.
The approximate capital cost for an ion exchange system is
$800,000. per million gallons a day plus housing. operating
costs are about $.60 per thousand gallons.
Where removal treatment is required, our opinion at this
time is that reverse osmosis is the better alternative. We under-
stand that this is also the preliminary conclusion of the Suffolk
County Department of Health Services (EPAl research project near
the Southold landfill. In most treatment systems at any Green-
port plant, disposal of wastewater, brines, etc. is a big problem.
We propose to utilize salt water well injection as opposed to
off-site trucking.
Granular Activated Carbon for Organics (pesticidesl Removal
Even though there are other methods of removal of pesticide
organics, including ion exchange, reverse osmosis and evapo-
ration, the one which is practical and cost effective is adsorp-
tion or granular activated carbon (GACl. Since the problem first
appeared a few years ago, Union Carbide, the manufacturer of the
major one Temik, has installed more than 2,000 home size units
and at least 4 municipal well size units in eastern Suffolk
County.
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Some preliminary experimental work was done at Plant 6,
Greenport to determine if pH adjustment would aid natural degra-
dation. The testing concluded that if degradation was a valid
claim, it must be limited to surface water when some positive
results were indicated. Air stripping is used very cost ef-
fectively for the volatile organics, but is not effective for
pesticides.
On a pound-to-pound basis, GAC does not seem too efficient
since it requires about 1,000 pounds of GAC to adsorb one pound
of Temik (aldicarb). Fortunately, the concentrations experienced
to date on the Greenport system have ranged to almost 30 micro-
grams per liter (ug/l). with an average of about 20 ug/l, there
is only a pound of Temik in about 6 thousand gallons of water.
A secondary advantage of the GAC ad sorber is that it can
also serve as a filter to prevent sand and other particles from
passing from the well to the distribution system. Backwashing
periodically is required between carbon replacements.
In-Situ Ponds
We believe the evidence is overwhelming that the exposed
groundwater lakes or ponds have developed a natural purification
ecosystem, presumably consisting of deoxygenating bacteria in an
anaerobic environment. presumably, the natural sediments con-
sisting of leaves or debris furnish the needed carbon food for
bacteria survival and activity. What remains to be done is to
determine the relationshop between the sediments, substrate,
percolation rates, etc. such that rates of denitrification can be
estimated or predicted and to what extent side effects such as
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pond eutrophication may occur. These data, when coupled with
hydrogeological predictions of groundwater movement, could prove
to show a natural nitrate and pesticide removal system without
expensive mechanical (power), physical (adsorption) or chemical
(ion exchange) complications and costs.
If it is practical and predictable, it should have good ap-
plication where the concentrations of pollutants are within 50
percent above the limits and where the surrounding ground ele-
vations make a pond of exposed groundwater practical.
Silver Lake/Reservoir
A potential source of potable water is the two surface
bodies within the incorporated limits of the village, Silver Lake
and the Moore's Lane Reservoir. Both of these lakes or ponds are
dual role water units. Both are exposed areas of the water table
with hydraulic continuity with the Glacial aquifer adjacent there-
to on all sides and bottom. They both also receive surface water
runoff.
The water from both lakes has been tested to a limited de-
gree. Representative quality consituents are shown below:
Sil ver Lake
concentration
Reservoir
Concentration
constituent
Total Bacteria
Coliform Bacteria
Color
Iron
Manganese
Ammonia
Nitrogen
Variable
Variable
35
1.2
0.3
0.6
None
Variable
Variable
200
0.74
0.5
1.5
None
Total Solids
Specific Conductance
Chloride
83
125
14.
130
200
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constituent
Silver Lake
concentration
Reservoir
concentration
pH
Hardness
Detergents
Turbidity
7.1
48.
None
1.7
6.5
45.
None
4.0
We have explored the possibility of utilizing a water treat-
ment system to permit direct use of this source to the Greenport
system. No final design should be completed without verification
by means of a pilot plant, but the following is a preliminary
treatment system, believed capable of producing adequately
treated water. The system reviewed is a Culligan Multi-Tech Dual
stage Filter with appurtenances.
It consists of a depth clari-
fier (downflow) about 3-1/2 feet deep and containing multi-media
(3 layers) incorporating flocculation, coagulation and contact
prior to a depth filter which would contain a dual media con-
sisting of anthracite and adsorber layers for filtration and
adsorption. Chemical feeds anticipated include potassium per-
manganate for oxidation of iron and manganese and some of the
organics, alum for a coagulant, cationic polymers as a coagulant
aid and as alkali to increase pH and alkalinity. The quoted bud-
get for this system for about 700 gallons per minute capacity
(triple train) plus installation extras including enclosure would
require a budget of about $250,000.
We have concluded that a pilot plant operation with indirect
use through recharge filtration is the best system to follow.
This approach will also provide the opportunity to establish
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yield or quantity characteristics of the reservoir source, includ-
ing Silver Lake. We believe that the ultimate result will be to
increase the plant 3 capacity by 350 gallons per minute to 700
gallons per minute and to greatly improve its present quality.
RECOMMENDATIONS
The recommendations of this report have been separated into
four categories including: General Operation and Maintenance:
Phase A - Immediate Implementation (for summer of 1986): phase B
_ Short-Term Implementation, and phase C - Future Implementation
(1989-1996). This phase approach will permit the Village to
systematically and financially plan for the present and future
needs of the Greenport water system.
General Operation and Maintenance
There are many things which need to be done in the Greenport
water system. plant 4 rehabilitation is underway and one of the
three inoperative wells has returned to service. The other two
should also be repaired before the end of March 1986. Accurate
records should be kept on repair and rehabilitation costs at this
plant, since it is old and at some point may be more cost effec-
tive to replace one or two of the well units. More utilization
should be made of test or monitoring wells and drawdown levels in
wells should be measured and recorded periodically so mechanical
and aquifer deterioration can be evaluated properly. A pre-
ventive maintenance program should be outlined, expanded and
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implemented, including data measurements, visual, noise and vibra-
tion observations recorded and reviewed. A more complete daily
log record should be maintained.
Existing water department personnel are well qualified for
operating water plants. As additional plants are added as exist-
ing plants get older and as additional preventive maintenance is
implemented, additional personnel will be required. These de-
tails are not in the scope of this project, but should be planned
internally to the Village's best advantage. perhaps the revenue
from construction activity by village forces should be increased
or the work required by outside contractors.
The sanitary seals should be checked on all wells and if
missing or defective they should be replaced. All supplies are
chlorinated, but this may be inadequate to handle a well contami-
nation. Well 5-5 should be repaired and a flow meter installed
to verify the estimated pumpage.
The electrical equipment and controls severely damaged by
the chlorine leak at Plant 6 should be replaced. It should be
replaced with Well 6-3 construction in mind. If construction of
Well 6-3 is delayed beyond availability in mid-1986, serious con-
sideration should be given to using extensive redevelopment ef-
forts on Well 6-2. Perhaps by concidental high pumping rate and
high pressure water jetting through the screen in segments, much
of its capacity can be restored.
The above efforts will not add any rated capacity to the
system, but will provide more positive availability to existing
units. In assessing the present supply facilities that will be
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available for short and long-term consideration, we have included
only 2 of the 4 easterly units at Plants 4 and 8 as reliably
available for 400 gpm. Plant 3 should be used only as a last
resort until treatment is successful and Well 6-2 is questionable
at normal pressures. Plant 5, 6-1 and 7-1 are considered relia-
bly available at 100, 400 and 300 gallons per minute, respec-
tively. Most of the time more than this is pumpable. This total
reliable capacity is estimated at 1,200 gpm or 1.73 MGD. This
does leave 2 spares and 1 emergency on the east end and about
half a well between 6-2 and the derating of No. 5 and 6-1.
PHASE A - Immediate Authorization and Implementation
1. Plant 4 Rehabilitation - This work, including redevelop-
ment of the screen and check valve replacement at Well 4-7, re-
pair of pump column at Well 4-6 and replacement of diesel engine
at Well 4-8 should be completed by the end of March 1986. This
estimated cost of $18,000. should be conservative and may be less
than $10,000. if a used diesel can be purchased.
2. Well No. 6-3 - Immediate Authorization to Construct -
Well No. 6-3 should be adopted so application can be made to the
New York State Department of Environmental Conservation for a
replacement of Well 6-2 (relegated to monitoring or surveying
use). This proposed well would be 12 inches in diameter, approxi-
mately 85 feet deep, located about 400 feet north of Well 6-1 and
600 feet south of Well 6-2. A site plan of Well 6-3 is presented
on Exhibit 0-1. It is proposed to install 25 feet of screen
(minimum of 8-inch diameter) in such a manner that should the
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nitrate quality exceed 10 and the shallow test well still show
lower nitrates, we would be able to block the lower 5, 10 or 15
feet of screen to permit a larger percentage of the shallower
water to enter the well. Since Temik is not a carcinogen, we are
led to believe you can obtain permission from the State Depart-
ment of Health to utilize both Wells 6-1 and 6-3 with the present
adsorber (filter) to remove the Temik using a split stream. If
not, we further believe Union Carbide would provide a unit on a
loan basis. The details of selecting a submersible 3,500 RPM
pump with a pitless adaptor or a standard deep well vertical
motor driven turbine will be resolved later. Chlorination using
sodium hypochlorite will be operated from No. 6-1 pump house.
The existing meter for Wells 6-1 and 6-2 will be repaired. The
estimated cost of Well 6-3 is $57,000., including well and pump
at $34,000, piping and automatic blow-off valve at $13,000., elec-
trical work at $6,000. and miscellaneous at $4,000., plus engi-
neering and contingencies at $9,000. for a total of $66,000.
3. Electrical Rehabilitation at plant 6
The entire motor control center, including circuit breakers,
motor starters, time delay and control relays and times, tele-
metering receivers and controllers, flow meter, blow-off con-
trols, treatment system controls, etc. all need to be replaced at
plant 6. Cost of this work is difficult to estimate due to the
age of the existing equipment, but should be bid alternately by
at least two motor control contractors (via electrical contrac-
tor) with some option of partial utilization of existing cabi-
netry and equipment. We have estimated that this should cost
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about $53,000., plus $8,000. for engineering and contingencies,
or a total of $61,000. Hopefully, it can be done for less than
this.
4. Plant 5 Meter, Sanitary Seal and Tests
Included in this recommended work is the replacement of the
sanitary seal between the well casing and pump head base plate.
The pump should normally be raised in order to do this properly,
and then repositioned in a cement grout seal. It is hoped that
sufficient space exists between the pump column and well casing
to install an air line without necessitating complete pump re-
moval. A flow meter should be installed on the pump discharge
piping to verify the well pumpage. A site plan is presented on
Figure 3.
We have also included the effort required to retest the 80
foot deep monitoring well and to test the other well(s) on site.
If the deeper well still has lower nitrate, a test period using a
temporary pipe suction and small pump would be implemented to
verify the wisdom of increasing low nitrate capacity at this
plant.
We have estimated $11,000. for this work, including $2,000.
for the seal, $2,000. for the meter, $4,000. for the suction line
and pump, and $3,000. for engineering and testing.
5. Plant 8 Monitoring
The recent shock of Well 8-1 experiencing high chloride
concentrations needs to be further evaluated. Special tests all
around the well toward Long Island Sound and Greenport Harbor did
not indicate a horizontal entry of a salt water wedge, but since
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VILLAGE OF GREENPORT
PLANT No.5
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CONSULTING ENGINEERS, ENVIRONMENTAL SCIENTISTS and PLANNERS
43.
FIGURE 3
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MELVILLE. N.Y.
FARMINGDAlE. N.Y.
R1VERI-tEAD. NY
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all the wells sampled are believed to be more shallow than No.
8-1, it is still possible for this to have happened. The other
alternative is the lack of a thick clay layer in this vicinity
which would more likely encourage upconing as a result of a point
pumping load. By installing a deep monitoring well north and
south of Well 8-1 and by using the existing 80-foot deep 2-inch
well on 8-1 site, the source should be verified. These wells
would be constructed at selected locations about 500 feet north
and south of Well 8-1 and to a depth of about 80 feet.
In addition, a specific conductivity meter should be placed
at this plant, preferably one which would continuously monitor
the conductivity when the well operates. There is a direct re-
lationship between chloride content and conductivity so that an
appreciable change can be noted and, if provided for, can be in-
stalled to stop the pump and send an alarm.
For the two monitoring wells and the conductivity meter, we
have estimated a cost of $6,000., including engineering assis-
tance.
6. Plant 5 Reverse Osmosis
In order to be certain that low nitrate water can be pro-
vided from this plant, we recommend the installation of a reverse
osmosis (RiO) unit. We had previously indicated a 50 gallons per
minute unit to treat one-third of the present pump capacity.
Since we would like to increase the capacity of this plant to 300
gallons per minute for peak use periods, we have included the
estimated cost of a 100 gpm Rio unit. When ready to prepare de-
tailed design, you may wish to obtain alternate 50 and 100 gpm
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bids to evaluate how much economy of scale there is to buy one
larger unit or two smaller units. We would install the unit(sl
in the existing below grade pump station. Our estimated cost for
this is $105,000. for the unit, $20,000. for installation and
miscellaneous and $17,000. for engineering and contingencies, for
a total of $142,000.
7. Transmission Mains
We have included in this item some transmission mains al-
ready approved as replacements on Main Road in west Southold,
east of South Harbor Lane. We have also included the cost differ-
ence between pipe size needed in developments and that size which
the Village should have for transmission mains through the de-
velopment. For example, if 4,000 feet of 12-inch pipe were de-
sired to replace 8-inch pipe in a development and the cost
difference were $7. for the pipe and $3. for valves and fittings,
the village would pay $40,000. for the 4,000 feet. This would
normally represent about one-third to one-fifth of the total cost.
The Main Road, Southold job was estimated at about $90,000. with
engineering and contingencies, the total included was $16,000.,
for a total of $146,000.
Items 1, 3, 4 and most of 7 include maintenance work or work
already authorized amounting to $196,000. of the total of phase A
of $450,000. The Village already has in hand about $100,000.
plus interest accrued as key money from a few of the approved
projects and probably will not spend Item 7 until 1987.
The Village should immediately authorize Items 1 through 5.
Item 6, reverse osmosis at plant 5, should await results of Well
45.
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6-3 quality. The major portion of Item 7 has already been ap-
proved.
The Village should also approve the design and test portion
of phase B recommendations that include the application and de-
sign of plant 9, the testing of the Costello well (future plant
10) and the denitrification demonstration at Mill Road Pond. The
cost would be $29,000. + $5,000. + $17,000., or a total of
$51,000.
The total of phase A Immediate, Items 1-5 and design and
test portion of Phase B is $213,000. If Brednock Hall is ap-
proved, the village will have $95,000. + $180,000., or $275,000.
in key money without any other approvals. There should be no
problem in negotiating other contracts to proceed with other work
in Phase B. The Health Department may permit deferral of cor-
rosion control equipment, but may require coincident postponement
of water main replacement.
PHASE B
1. plant 5 Rehabilitation/Expansion - This work anticipates
either success in adding to natural low nitrate water at differ-
ent depths or the installation of the reverse osmosis system in
Phase A, Item 6. It is intended to add 150-200 gallons per
minute to the plant capacity to elevate it to about 300 gallons
per minute. Based on a county Health Department test well, there
is a thick layer of clay to minimize the likelihood of upconing
of salt water below the clay. The estimated cost of $35,000.,
plus $5,000. engineering includes a 6 or 8-inch well and pump and
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connections to existing electrical and piping system in the pump
house.
2. Plant 9 is the designation tentatively assigned to the
Brednock Hall test well which we have tested and repeatedly recom-
mended to be included in the Greenport system. Every effort
should be made to design and activiate it during the summer of
1986, but it is questionable that it can be done at this late
date. It is proposed to get a permanent easement (or fee title)
to a well site that provides a pollution protection radius of 200
feet around the well. If an easement is elected, it should pre-
cede dedication of the area property to parks or scenic area. A
proposed site plan for plant 9 is presented on Exhibit 0-3. It
is proposed to equip the well with a 200 gallons per minute elec-
tric pumping unit, to install underground electric service and
interior distribution at the pump house to enclose the well and
appurtenances in a one-story pump house about 20'x25' or smaller,
to install pH equipment if costs are reasonable, to install hypo-
chlorite chlorination equipment, to install a motor control unit
and telemetry and to install on-site piping. The connection to
the existing Greenport distribution system will be worked in con-
junction with the development. Our cost estimate for this
project is $240,000., plus $39,000. for engineering and contingen-
cies, for a total of $279,000.
3. costello (Moore's Lane - Plant 10> - It is recommended
that the test well constructed near the south edge of the
costello property east of Moore's Lane be further tested under
more controlled conditions. It is proposed to install a nearby
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level monitoring well and to pump the 5-inch well at a rate of
about 150 gallons per minute if possible for a time to evaluate
quality consistency and nearby drawdown in the aquifer. The plan-
ning of this $5,000. effort will be done in a manner which migh t
make this capacity available to the distribution system on short
notice.
4. Well 7-2, North Road, Southold - We have reviewed the
quality, aquifer available and the thick clay layer above the
salty water and have concluded it is feasible to construct
another well at this site. The design will provide better screen
and adjacent aquifer velocity to reduce the tendency for silting
up and capacity reduction. The well design will be 12-inch cas-
ing with a-inch screen designed for a capacity of 400 to 500
gallons per minute. The well will be situated on the site south
of Well 7-1 in a position which would permit a lagoon construc-
tion on 3 sides of Well 7-2. It is proposed to equip the well
with a combination drive pumping unit for electric or diesel
power and to house the equipment in a one-story pump house about
20'x25'. piping connections to existing a-inch discharge pipe
north of Well 7-1 are planned. The proposed site plan of Well
7-2 is presented on Exhibit D-2. Treatment equipment to consist
of hypochlorite and caustic will be installed in or adjacent to
Well 7-1. The estimated cost of this plant work is $295,000.,
plus $50,000. for engineering and contingencies. without the
standby engine and by utilizing more of the existing Well 7-1
facilities, the cost of 7-2 may be reduced substantially.
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5. plant 3, Phase I Treatment and Recharge - It is proposed
to clear an area northeast of the existing pump house and con-
struct a recharge basin with a bottom area of about 3,500 square
feet at a depth of about 5 feet to serve as an equivalent slow
sand filter, to install aeration or air stripping equipment for
oxidation of iron, manganese and ammonia and to connect the
existing pump/pipe system from the reservoir to this system. pH
control equipment will be installed, if required, in the old pump
house and applied after aeration. A site plan of Well Field 3 is
presented on Figure 4. Monitoring wells will be installed at the
recharge basin to evaluate water quality at a minimum of 2 depths.
It is expected that by operating the reservoir pump system for a
period of time and measuring water levels and quality, a perma-
nent design which could provide up to 700 gallons per minute on a
long term basis and perhaps 1,000 gallons per minute on a short
duration basis to the system. The existing wells and equipment
at plant 3 are very old, with 3 of the 6 wells already inactive.
The existing water quality is very poor with high iron and manga-
nese. It is expected that recharge of the area with low iron and
manganese water saturated with oxygen will improve the quality of
the existing wells by dilution and by in-situ oxidation and
filtering of the iron and hopefully the manganese. We also ex-
pect that when the reservoir is utilized regularly, its color and
other poor quality characteristics should improve because of
shorter exposure time to the organic and tannin materials in the
pond. Pond dredging is also a likely cost effective future
project.
49.
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NORTH ROAD (CR 27)
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VILLAGE OF GREENPORT
WELL FIELD No. 3
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CONSULTING ENGINEERS, ENVIRONMENTAL SCIENTISTS and PLANNERS
50.
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FIGURE 4
MELVilLE, N.Y.
FARMINGOALE. N.Y.
RIVERHEAO, N.Y.
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6. Denite at Mill Road Pond - The Suffolk County Department
of Public Works owns and maintains a 4-acre site on the west side
of Mill Road north of CR 27 (North Road) in peconic. It is adja-
cent to but not part of the Greenport franchise area. The site
contains a stormwater recharge basin which reportedly was origi-
nally a small pond and in the 1960's connected to a recharge
basin when CR 27 was constructed. The site is about 400 feet
square with the southerly portion fenced. There is an island
within the basin and a water sample has indicated water similar
to the other exposed water in the ponds or lakes in the area.
There is a fire well on the west side of Mill Road between the
roadway and the basin fence and near the low ground elevation.
There is vacant property to the south, an old labor camp to the
west, and a vacant lot to the north with a home north of the lot.
The east side of Mill Road is vacant. We propose to have the
fire well tested and if suitably high nitrates are found, to ask
fire district permission to pump this well to the basin, record-
ing flow and quality. The pond would be measured for area,
depths and volume and the bottom deposits evaluated. The water
quality within and below the pond would be tested to evaluate the
pond's self-purification ability. The results would be prelimi-
nary to a well site here or at a low elevation location about one
half mile to the east. We have included $15,000. as a budget for
this demonstration, which includes only one monitoring well.
7. Transmission Mains - This item does not have any spe-
cific locations designated, but is intended to be used for water
system needs such as advance hookup of plant 10, differential
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costs through the Kontakosta development, completion of Laurel
Avenue loop, etc. We have included $100,000. as a budget line.
8. corrosion Control, plants 5, 6 and 7 - We have included
as the last item in phase B, the installation of caustic treat-
ment equipment, including storage tank and chemical feeders with
the controls at the three most active plants, 5, 6 and 7.
Typical installation requirements for caustic as a potential
hazardous chemical makes underground installation very costly.
Alternative design for small well plants are under investigation
and we expect to be able to effect considerable savings. As a
preliminary, titration tests should be performed on each well to
determine the caustic dosage required to elevate pH to about 7.8
_ 8.2. We have included $110,000. for the three plants, 5, 6 and
7, in the budget.
There is an obvious need for water quality improvement in
the Greenport system, beyond the constraints of nitrates, pesti-
cides and chlorides. The high mineral content and conductivity
aggravates the normal corrosity of water with a pH of less than
about 8.2. There are reportedly many more problems in the
Village than in Southold, such that it is not known how much of
the reported problems are due to corrosion as opposed to the use
of Plant 3. After the activation of plant 9 and its use for
awhile, the quality complaints in the village should diminish and
be re-evaluated.
The total cost budgeted for phase B is $990,000., including
the $51,000. recommended as an advance during Phase A. The first
6 items are considered a must in order to properly plan and be
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ready for the obligations of the system as expanded for another
800 dwelling units.
The total budgeted cost for Phases A & B is $1,440,000.,
which would require key money from only 560 units to break even.
During A & B construction, should capital key money fall short
for a period, the Village always has the option of revenue antici-
pation notes until the other key amounts are realized.
PHASE C - FUTURE - 1989-1996
Phase C is looking ahead for a l4-year period and is cer-
tainly subject to revisions, upward or downward or by substi-
tution. For example, if Plant 3 treatment/recharge is as
successful in Phase B as we believe it will be, phase C 8 would
be accelerated as the first item on this phase C agenda and would
probably be done in 1988 or 1989. Likewise, the success of de-
nite demonstrations at Mill Road will determine the feasibility
and criteria for the ponds at plants 7, 5 and future Plant 11.
The alternate for Plant 11 may be a second elevated tank in
Southold at Plant 6. In conjunction with the denite ponds, we
plan to evaluate the use of a windmill for power to pump water
from the feed water well to the pond. It would make the "system"
a real "natural".
We would emphasize that the costs projected for phase C
should not be frightening since the needs would be dictated by
growth and outside Village growth does provide adequate key money
to construct what is needed.
53.
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Phase C envisions completion of a small plant east of
Moore's Lane and south of North Road. It also includes com-
pletion of plant 3 treatment and recharge. These two projects
should add about 150 and 350, for a total of 500 gallons per
minute capacity to the system. Potential Plant 11 north of North
Road and 0.5 mile east of Mill Road in Peconic is included and a
denite pond if needed is also projected. This plant should have
a 500 gpm minimum capacity and is included at $562,000. A non-
definitive amount of $232,000. is included for transmission
mains, but most of this would be earmarked for plant 11 to the
system. Additional corrosion control equipment is budgeted for
plants 10, 11, 3, 4 and 9 where not already implemented. We
again expect this cost can be substantially reduced with a new
design for small wells. The total cost budgeted for phase C is
$1,680,000., for a total of A, B & C of $2,890,000.
A total capital requirement of $2,890,000. by the year 2000
would be more than covered by key money from 1,200 units. Actu-
ally, 1,167 is the break even; 1,200 units would provide
$3,084,000.
Summary Tabulation - A, B & C
The items included in phases A, B & C are shown in the
following tabulations. They each include engineering allowances
which were shown separately for each phase in the February 20,
1986 letter report:
A. IMMEDIATE COMMITMENT (1986)
1. Plant 4 Rehabilitation
2. Well 6-3 (#6-2 replacement)
3. Electrical Rehabilitation at plant 6
54.
$ 18,000.
66,000.
61,000.
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4. Plant 5 Meter, Sanitary Seal and Tests
5. plant 8 Monitoring Wells and Meter
6. plant 5 Reverse osmosis Unit
7. Transmission Mains
TOTAL
Already Available from Developers (Approx.)
Net Required Capital (Temporarily)
B. NEAR FUTURE COMMITMENT (1987-1988)
1. Plant 5 Rehabilitation
2. Plant 9 (Brednock Hall)
3. Costello tests
4. Well 7-2
5. Plant 3, phase I Treatment & Recharge
6. Denite at Mill Road Pond
7. Transmission Mains
8. Plants 5, 6 & 7 pH Adjustment
TOTAL
Total Phases A & B by 1987
Less Key Money (500 Units)
Net Required Capital, A & B
C. FUTURE EXPECTATION BY YEAR 2000 (14 YEARS)
l.
2.
3.
4.
5.
Plant 10 (Moore's Lane)
Plant 11 E/O Mill Rd., North of
North Rd. or Elevated storage in Southold
Denite Pond at plant 7
Denite Pond at plant 5
Denite Pond at plant 11
55.
11,000.
6,000.
142,000.
146,000.
$450,000.
95,000.
$598,000.
$ 40,000.
279,000.
5,000.
345,000.
59,000.
17,000.
117,000.
128,000.
$990,000.
$1,440,000.
1,285,000.
$ 155,000.
$ 319,000.
562,000.
87,000.
46,000.
98,000.
i I
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II
, I
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I
~ HOLZMACHER. McLENDON & MURRELL. P.C.
Plant 6 and the transmission interconnections of the Greenport
system with the former North Fork Water Company system. At that
time, total expenses and revenues including debt service approxi-
mated $90,000. per year.
projected expenses in 1985 were estimated at $500,000., a
355 percent increase. This compares with a Consumer Price Index
(CPI - 1967 base of 100) from 92.9 to 327.4 in a similar period,
a 252 percent increase. The overall or average relative water
costs are about 40 percent greater than the increase in CPl.
Problems of obtaining and maintaining an adequate quantity and
acceptable quality water supply have increased dramatically be-
cause of nitrate and pesticide problems.
For more financial details, reference is made to the Rate
study prepared in November 1985 by CompAccount Associates. Their
Exhibit 1.4 is reproduced herein as Table 4 to show the 1984-
1988 estimated expenses. Table 5 (Exhibit 1.5) is reproduced to
show "Capital Forecast" for years 1986-1988, but it does not i n-
clude new supply sources or treatment recommended herein. It
only includes water main replacement and miscellaneous work.
When the capital program recommended in this report is adopted or
modified, a re-evaluation of priorities must be made so selected
projects can be implemented within the village financial capa-
bility. A cash flow projection by CompAccount (their Exhibit
2.1) is included herein as Table 6. This includes the effect of
the recently adopted water rates, an annual depreciation and re-
turn on investment. It did not include estimates of caustic
57.
I
I
TABLE 4
INC. VILLAGE OF GREENPORT
I
VILI.AGE OF GFEFNPORT
WATER DEPARTMENT
I
EXPENSE FORECAST
I
1984 1985 Incr 1986 1987 1988
u..c::rtption IS' IS' IlloI IS' ISI (S'
------------------ --
Operati ng:
Sourc./Purif. 1568l!11 193148 5 292895 212946 223593
....ins 15925 19782 5 286B7 21721 22B88
H.t.rs 11742 7939 5 8326 B743 9188
Hydrant" 9675 176"3111 ~ 13261 13925 14621
Meter Reading 177l!13 14121 5 14B27 15568 16347
S.rvtc.!i 312 9 8 8 9
Bllllng/Callect 17.994 14878 5 14819 156'35 16492
Contract Sale.. 35727 39766 ~ 41754 43842 46834
Mi.c.lla.neous 369 676 '5 718 745 783
McCann Park 11372 Il!1R49 !5 11391 11961 12559
Off Ice 184937 13796'5 '5 147863 155256 163819
Tat..1 376997 4~"8"''5 47644'5 599343 525435
I
I
I
I
I
I
Non"OplI!'r..t.in9:
Prcp'!l'rty T~.)t." 5427 '594111 5 6237 6549 6876
tnt-Lang Term 772"36 24779 7'3529 33369 33157
tnt-Shart T.rlll 14576 18415 45712 318'5'3 4842'3
Oth..r tntere..t 248 78 158 158 158
Tatal 47487 49283 75119 71112 88686
Grand Tatal 423494 58l'l868 551564 '571454 686841
I
I
I
I
I
I
From Exhibit 1.4 CompAccount
I
58.
I
.
.
TABLE 5
.
INC. VILLAGE OF GREENPORT
.
VILLAGE OF GREENPORT
WATER DEPARTMENT
.
CAPITAL FORECAST
.
.
Desc..lptlon
.
Issue .1 - ReplAc. 3,72S feet of WAt...
..in - Co..unity Development to
PAY S83,SSS
.
Issue .2 - ReplAce 3,SSS fe.t, MAl"
ROAd, Southald
.
Issue .3 - ReplAce Se..vlce T..uck
I.sue .4 - R.pIAC. DI991n9 MAChin.
.'
Issue .~ - ae91n 3-yeA" p..a9..AM to
rep..c. deteriorated H.ter ..tn5
.
Routine AnnUAl CApitAl Imp..av.ments
'.
AnnUAl TotAl.
.
G"And TotAl - Th....-V.A.. p...lad
.
.
.
V.a,.
p"oJect
Cast
I.'
AIftDunt
FinAnced
ISI
.
Othe..
Funds
I.'
198~ <!SSSS 2S""S
19EUi ISSSSS 37SSS . 63"SS
1988 47~SS 47~"" 8
TotAl 167~S" 84~"S 83"SI2I
1987 9~SSS 76121SS 19S5"
1986
18SSS
1987
2~ilSiI
1988 ~iIiIiIiI
1986 ~SiIiI
1987 5i1"S
1988 ~SI2IS
1986 43"""
1987 225"""
1988 li12~""
37"~""
From Exhibit 1.5 CompAccount
.
.
59.
18"""
"
25"""
"
4i1i1""
1""""
~"""
~"""
S"""
18S"S
138"""
87SS"
2~"""
87"""
IS"""
243~S"
127"""
I
I
TABLE 6
INC. VILLAGE OF GREENPORT
I
II
VILLAGE OF GREENPORT
WATER DEPARTMENT
I
CASH FLOW SUMMARY
Propo..d Rat..
I
D..crlptlon
I
B.gln Ca.h Bal.
I
Tatal Rev.nu.
Total Exp.n...
Net Inca....
I
ADD:
Bond/CD Fund"
D.pr R."v Funds
Total Additions
I
DEDUCT:
CWIP
MilS Incr.as.
Prine Pa.y",.nts
Working Capital
Dppr.clatlan R..v
R.t. On Inv 16'lC.I
Total DRductlons
I
I
I
Ending Cash Bal.
I
I I
1986
1"
~2438
668481
~~1:l64
116836
193"98
!5.U'U'
1889""
4398"
21'59
67299
~9":l6
689""
367~"
2767~~
~11
1987
I"
~11
84377"
!5714~4
27231~
22""""
~l!I"'''
225.,,,,,
225.,,,,,
225"
199418
"
69"""
73588
479168
186~9
1988
1.,
186~9
871381
6"6841
265348
975""
58""
192~""
1825""
24""
131788
8
7""8"
73~8"
388188
6311
I
From Exhibit 2.1 CompAccount
I
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I
60.
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Il~ HOLZMACHER. McLENDON & MURRELL. P.C.
chemicals needed, estimated at $7,000. per year. Table 7 (comp-
Account Exhibit 2.2) shows the revenue forecast, both operating
and non-operatin~, for 1986, 1987 and 1988.
The present debt has been projected to require debt service
payments in 1986 of $136,031. and $149,332. in 1988, as shown on
Table 8 (CompAccount Exhibit 1.6). The projected ~ debt ser-
vice for 1988 in the rate study, excluding plant projects, is
$56,036., for a total of $205,368. a year. Major water source
additions in the next few years will probably require a commit-
ment of about $3,000,000., somewhat less if modest treatment is
not required and more if extensive treatment is required. The
debt service on $3,000,000. would approximate $350,000. per year.
Some of the debt might be handled on bond anticipation notes to
defer the annual principal payments for 2 years. If key money
from developers were used, after bonds were issued, to annually
finance the debt service, it would require 136 new units per year
to provide funds for the $350,000. debt service.
with specific regard to the adequacy of the normal budget to
implement proper maintenance, it is hoped that current extensive
efforts to renovate some of the wells and equipment will enable
the village to maintain the facilities with normal future budgets.
Some of the renovation work can be selectively charged either to
expenses or capital, dependent on the type and extent of work
performed.
61.
I
I
TABLE 7
I
INC. VILLAGE OF GREENPORT
I
WATER DEPARTMENT
I
REVENUE FORECAST
Propo..1l Rat..
I
D..crlptlon
1986
I
Op.ratln',p
R..ldantlal-VIII
R..ldantl.I-O/S
Ra.idantlal-W.G.
COllu...rcl.I-VIII
COllllllarclal-O/S
CO"III.rc:tal-W.G.
M.tar.d Ir..I')
Hyd...nt Rant.'
145638
272"36
36646
43237
46334
4"74
I
I
25584
I
Total
573549
I
Non-Op.r.tln'):
Int..r..st
W...t W.tar DI.t
Lat. Ch...g....
Cont...ct Wo..k
MI.c..llanllou..
Wood Cutting
McCann P.rk
Oth... R.ntal.
125""
18""
I
2"""
16617
78""
49199
4935
I
I
Total
94851
Grand Total.
6684"1
I
I
I
1987
186974
353825
47664
534"7
58133
:5163
28333
733499
2"""
123"8
96""
6"269
6575
17719
18""
11"271
84377"
From Exhibit 2.2 CompAccount
I
62.
I
1988
194453
367978
49:57.
534.7
58133
521:5
29713
758469
2"""
J 1 "59
96""
63282
6:57:5
186"5
J8""
112912
871381
I
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I
~ HOLZMACHER, McLENDON & MURRELL. P,C,
FINANCIAL PREDICTIONS
We submit the following Table No. 9 to project yearly to
2000 the number of units key money paid each year and the pro-
jected capital expenditures for new plant work, even for
$380,000. of facilities beyond those in Phase C. The table shows
the negative projected funds for 1986-1988, but otherwise posi-
tive.
Looking to the future, we see no need to retain the
northerly portion of Plant 6 in north Southold. with its close
proximity to higher priced lots, the village may want to sell off
part of the site for extra funds. If the village agrees, we
recommend you plan to dispose of the northerly 8 plus acres. If
you approve this plan, provision should be made to have it com-
bined with the property to the west, when it is planned for subdi-
vision. This could avoid a land-locked parcel with limited
value.
Although not in the scope of this report, we believe it is
to the Village's long-term interest to encourage the satellite
water systems outside the village be set up as subdistricts.
The tax revenues from these satellite systems could be utilized
to cover revenue shortfall. This policy will assist in providing
public water to more places in need and can provide the Village
system with increased revenues to help offset normally increasing
costs.
H2M/Holzmacher, McLendon & Murrell, P.C. stands ready to
implement the recommendations submitted herein. We cannot urge
64.
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~ HOLZMACHER, McLENDON & MURRELL, P.C.
TABLE 9
INC. VILLAGE OF GREENPORT
ESTIMATED KEY FUNDS VS ESTIMATED CAPITAL NEEDS
Plant Capital
Required
(Eng. Report)
# Units Surrunation Surrunation Summation
Year Each Units Amount Amount Capital Capital Excess
Through 1985 37 37 $ 95,000 $ 95,000 $ -- $ -- $ 95,000
Through 1986 100 137 257,000 352,000 450,000 450,000 (98,100)
Through 1987 150 287 385,500 737,600 495,000 945,000 (207,400)
Through 1988 250 537 642,500 1,380,100 495,000 1,440,000 (59,900)
Through 1989 200 737 514,000 1,894,100 210,000 1,650,000 244,100
Through 1990 150 887 385,500 2,279,600 210,000 1,860,000 419,600
Through 1991 113 1,000 290,400 2,570,000 210,000 2,070,000 500,000
Through 1992 50 1,050 128,500 2,698,500 210,000 2,280,000 418,500
Through 1993 50 1,100 128,500 2,827,000 210,000 2,490,000 337,000
Through 1994 50 1,150 128,500 2,955,500 210,000 2,700,000 255,500
Through 1995 50 1,200 128,500 3,084,000 210,000 2,910,000 174,000
Through 1996 50 1,250 128,500 3,212,500 210,000 3,120,000 92,500
Through 1997 50 1,300 128,500 3,341,000 100,000 3,220,000 121,000
Through 1998 50 1,350 128,500 3,469,500 100,000 3,320,000 149,500
Through 1999 25 1,375 64,250 3,533,750 100,000 3,420,000 113,750
Through 2000 25 1,400 64,250 3,598,000 80,000 3,500,000 98,000
65.
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I
t-tilM HOLZMACHER, McLENOON & MURRELL, P.C.
too strongly to proceed with most of Phase A immediately and to
immediately start preliminaries for a portion of Phase B.
Respectfully submitted,
:J-:H;C;;:~;:UR=L'
Samuel c. McLendon, P.E.
Senior vice President
P.c.
'.
'I
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66.
.
.
.
.
'.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
Il~ HOLZMACHER, McLENDON & MURRELl., P.C,
APPENDIX
VILLAGE OF GREENPORT
1985 SURVEY ANALYSES
'.
.
I
~ HOLZMACHEA. McLENDON & MURRELL. P.C.
VILLAGE OF GREENPORT
1985 SURVEY ANALYSES
I
I
I
Sample
No.
I
S-l
S-2
I
S-3
S-4
S-6
S-7
S-8
I
II
S-10
S-ll
S-12
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.
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I I
APPENDIX
PAGE 1 OF 6
Sample Location Nitrate
specific
Conductance
Factory Ave., N/O Main Road, Mattituck (Jakowski) 9.2
Main Road, Mattituck High School, Mattituck (Old
Well) 7.7
Mill Lane at Main Road, Mattituck (Ruland) 10.0
Marratooka Road at Sunset La., Mattituck (Sawicki) 0.8
Elijah's Lane, N/O Main Road, Mattituck (Tuthill) 9.0
Elijah's Lane at Main Road, Mattituck (Baxter Bro) 2.3
Alvah's Lane, 0.3 miles N/O Main Road, cutchogue
(Bonkoski) 5.6
Alvah's Lane at North Road, Cutchogue (Simchik) 13.4
Depot Lane, Cutchogue (O.L.O. R.C. Church) 2.8
Depot Lane, Cutchogue at LIRR (I.M. Young Co.) 9.6
240
260
270
81
310
210
3.4
3.6
5.4
0.9
9.9
1.4
8.0
0.7
6.3
8.0
5.4
9.9
260
380
144
260
290
260
360
79
290
220
310
270
183
340
210
410
Chloride
14.0
22.0
17.0
8.0
23.0
14.0
21.0
37.0
13.0
28.0
12.0
B.O
10.0
10.0
22.0
12.0
27.0
42.0
9.0
35.0
17.0
26.0
21.0
15.0
20.0
I
(S) _ Samples collected and analyzed by the Suffolk County Department of Health Services.
S-14 Cox Lane, N/O Main Road, Cutchogue (Glover)
S-15 Cox Lane, S/O RR, Cutchogue (Goerler)
S-16 Bridge Lane, N/O Main Road, Cutchogue (Oman)
S-17 Main Road at Factory Ave., Mattituck (Sunoco Sta.)
S-20 Sound Avenue, Mattituck (Schmitt)
S-23 Main Road, Mattituck (Silkworth Real Estate)
S-24 Main Road, Mattituck (Garden Center)
S-25 Main Road, Mattituck (Reeve Lumber)
S-27 Main Road, Mattituck (Elak)
S-28 Main Road, Cutchogue (Sacred Heart School)
S-29 Depot Lane, Cutchogue (Cutchogue School)
S-30 Main Road, E/O Cox Lane, Cutchogue (NY Tele. Co.)
S-31 Main Road at Bridge Lane, Cutchogue (E. Cutchogue
School)
S-32 Main Road at Laurel Lane, Laurel (Laurel Post
Office)
S-lOO Main Road, W/O Elijah's Lane, Mattituck (Bergen)
I
11.9
330
18.5
5.4
240
340
I
VILLAGE OF GREENPORT
1985 SURVEY ANALYSES
I
tiZ" HOLZMACHER. McLENDON & MURRELL. P.C.
I
I
APPENDIX
PAGE 2 OF 6
I
Sample
No.
Sample Location
Specific
Nitrate Conductance Chloride
I
5-101 Main Road, Mattituck (Mattituck High School) (New
Well)
5-103 Oregon Road at Duck Pond Road (Krupski)
,
,
5-104 Main Road, Mattituck (Mattituck Library)
5-105 East Mill, Mattituck (Gaydosik)
5-106 E/E Wavecrest Lane, Mattituck (Glogg)
5-107 Bridge Lane, N/O North Road, Cutchogue (W. Krupski
5-108 Cox Lane, N/O North Road (Mattituck Gun Club),
Cutchogue
5-109 Depot Lane, N/O North Road, Cutchogue (J. Krupski)
5-110 Mill Lane, N/O North Road, Mattituck (Sidor)
5-111 Alvah's Lane, N/O North Road, Cutchogue (Kvanekas)
5-112 Elijah's Lane, N/O North Road (Deerkoski)
5-116 Main Road, Mattituck (A&P)
5-117 Main Road, Cutchogue (Key Food)
5-119 Love Lane, Mattituck (Post Office)
5-120 New Suffolk Avenue, Mattituck (Matti tuck Air Base)
5-121 Main Road, Laurel (Laurel School)
5-122 Laurel Lane, Laurel (5cmitt Potato Barn)
5-123 Westpha1ia Avenue, Mattituck (J. Brooks)
5-124 Luthers Road, 5/0 Stanley Road, Mattituck (Trans-
figuration Church)
5-125 Rte. 48 (North Road), Cutchogue (Town Landfill)
5-126 peconic Lane & Main Road, peconic (Town Highway
Department)
5-127 Leslie's Road, E/O Bay Avenue, Mattituck (Godwin)
5-128 Bray Avenue, 5/0 Main Road, Mattituck (Kraniak)
5-129 Oregon Road, between Elijah's & Alvah's Lanes,
Cutchogue (Isaacs)
5-130 Aldrich Lane at North Road, Laurel (Koro1eski)
I
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I
10.7
9.0
1.4
7.0
14.2
8.7
580
410
66
360
580
390
36.0
34.0
148.0
25.0
41.0
27.0
41.0
30.0
57.0
27.0
12.0
14.0
24.0
70.0
74.0
7.0
17.0
8.0
6.0
48.0
17 .0
36.0
13 .0
26.0
26.0
I
(5) - Samples collected and analyzed by the Suffolk County Department of Health Services.
16.9
7.8
20.1
11.6
6.1
0.3
9.1
3.7
6.4
2.7
9.4
1.4
510
420
630
290
49
79
380
430
44
270
340
112
2.2
<0.2
230
670
11.8
17 .9
1.7
260
640
124
7.0
3.7
370
260
I
I
VILLAGE OF GREENPORT
1985 SURVEY ANALYSES
Il2M HOLZMACHER. McLENDON & MURRELL., P.C.
I
I
I
Sample
No.
I
M-l
M-2
M-3
M-4
M-5
M-6
M-7
M-8
M-9
M-10
M-ll
M-12
M-13
M-14
M-15
M-16
M-17
M-18
M-19
M-20
M-21
M-22
I
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I
I
I
I
APPENDIX
Samole Location
Private Road, Orient (Latham)
Waters Lane, Orient (McKlenberg)
Private Road, Orient (King)
Main Road, Orient (Terry)
Main Road, Orient (Moisa)
Main Road, Orient (Demarest)
Main Road, Orient (Droskoski)
Main Road, Orient (Oyster Pond Adult Home)
Old Farm Road, Orient (Kennedy)
Main Road, Orient (Oyster Pond Elementary School)
Narrow River Road, Orient (Oliva)
Skippers Lane, Orient (Tabor)
Youngs Road, Orient (Contento)
Main Road, Orient (Tuthill)
Private Road, orient (Wells)
Private Road, Orient (Hicks)
Main Road, East Marion (Gabel)
Main Road, East Marion (Cornell)
Stars Road, East Marion (Schroeder)
Main Road, East Marion (East Marion Fire House)
Rocky Point Road, East Marion (Zervos)
Orrhand Lane, East Marion (Woznick)
PAGE 3 OF 6
Specific
Nitrate Conductance Chloride
3.0
2.9
1.1
15.9
5.2
9.1
21.5
0.8
0.3
7.4
1.0
0.4
2.5
2.3
4.2
2.0
4.2
5.0
7.7
24.0
0.7
11.6
390
259
174
532
137
402
572
263
253
333
212
148
248
208
209
328
158
173
244
443
179
210
I
(M) & (T) - Samples collected and analyzed by the Inc. Village of Greenport.
57.0
30.0
20.0
55.0
15.0
26.0
33.0
41.0
58.0
28.0
29.0
16.0
39.0
21.0
27.0
56.0
14.0
17.0
16.0
18.0
40.0
17.0
r
\
VILLAGE OF GREENPORT
1985 SURVEY ANALYSES
I,
'i
il ~ HOLZMACHER. McLENOON & MURRELL. P.C.
,I,
:'1
Sample
No.
'I
"
T-l
T-2
T-3
T-4
T-5
T-5A
T-8
T-9
T-IO
,
I
I
I
I
APPENDIX
Sample Location
Well 4-6, East Marion
Well 4-7, East Marion
Well 4-8, East Marion
Moore Lane, Greenport (Costello)
Well 6-1
Well 5-5
North Road, Greenport (Peterson)
Brown Street, Greenport (Diniziol
Madison Street, Greenport (Marvin)
T-ll Front Street, Greenport (Van Tuyl)
T-12 W/O Rte. 25, 5/0 Rte. 48, Wilmarth Avenue, Green-
port (Staples)
T-13 Bay Shore Road, Greenport (Riemer)
T-14 Albertson Lane, Greenport (Holihan)
T-17 County Road #48, Southold (Sawicki)
T-18 Old North Road, Southo1d (Lillis)
T-19 Private Road, Southo1d (Hyatt)
T-20 N/O Sea Drive, Soundview Avenue Exit, Southold
(Lind)
T-20A View Avenue, N/O Co. Road #48, Southold (Kaplan)
T-21 Great Pond, West End (peconic Dunes)
T-23 Akerly Pond Road, Southold (Hunt)
T-27 Maple Avenue, Southold (Jerome)
PAGE 4 OF 6
Specific
Nitrate Conductance Chloride
5.9
<0.1
4.0
<0.5
10.6
10.8
13.7
1.9
2.2
4.5
0.7
<0.1
<0.1
7.1
9.3
3.7
12.0
0.7
<0.1
2.5
8.1
270
220
143
360
172
146
88.7
280
470
170
290
95.6
210
140
410
18.0
28.0
17.0
69.0
23.0
24.0
16.0
24.0
35.0
22.0
22.0
14.0
44.0
14.0
24.0
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VILLAGE OF GREENPORT
1985 SURVEY ANALYSES
~ HOLZMACHER. McLENDON & MURRELl., P.C.
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APPENDIX
PAGE 5 OF 6
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Sample
No. Sample Location
Specific
Nitrate Conductance Chloride
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H-l Bayview Road, Southold (Cardona)
H-2 North Bayview Road, Southold (Foster)
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H-3
H-4
H-5
H-6
H-7
H-8
H-9
H-10
H-11
H-12
H-13
H-14
H-15
H-16
H-17
H-18
H-19
H-20
H-2l
H-22
H-23
H-24
H-25
H-26
H-27
H-28
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North Bayview Road, Southold (Beasley)
pine Neck Road, Southold (Dunne)
Ackerly Pond Road, Southold (Cornell)
Middle Road, peconic (Sepenoski)
Horton Road, Southold (Hughes)
Kenneys Road, Southold (Fiume)
North Road, peconic (Parrish)
Bridge Lane, peconic (Repair Shop)
Bridge Lane, Cutchogue (Grattan)
West Main Road, peconic (Stephnowski)
Wells Road, peconic (Zoneski)
Main Road, Peconic (Wentzel)
Spring Lane, peconic (Capobianco)
Indian Neck Road (Shipman)
Bay Avenue, Cutchogue (Demott)
Haywaters Road, Cutchogue (Hawthorne)
Nassau Point Road, Cutchogue (Quinn "Briar Patch")
Middle Road, Southold (Well #7)
Aquaview Drive, East Marion (Gillen)
Stars Road, East Marion (Fetten)
Rocky Point Road, East Marion (Zultoski)
stars Road, East Marion (Gohorel)
Trumans Path, East Marion (Gorga)
Trumans Path, East Marion (Gorga)
Cemetery Road, East Marion (wydur)
600 Bay Avenue, East Marion (Koch)
0.1 13 160
1.8 11 140
11.9
7.5
5.1
4.4
6.9
1.7
5.8
4.5
2.7
8.8
14.4
4.5
10.0
<0.1
1.7
1.0
1.1
9.4
2.0
9.4
1.5
6.7
0.7
6.2
1.5
3.7
17
20
3
87
31
14
76
37
33
20
39
39
25
18
11
13
196
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(H) - Samples collected and analyzed by H2M/Holzmacher, McLendon & Murrell, P.C.
18
16
15
18
39
35
16
25
350
210
130
460
290
170
470
430
190
330
460
360
280
93
110
100
730
140
240
130
230
280
270
120
180
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Il~ HOLZMACHER. McLENDON & MURRELL. P.C.
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Sample
No.
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H-29
H-30
H-3l
H-32
H-33
H-34
H-35
H-36
H-37
H-38
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APPENDIX
Sample Location
1460 Bay Avenue, East Marion (Krancher)
Main Road, East Marion (Angel's Store)
Old Orchard Lane, East Marion (Arnold)
Old Orchard Lane, East Marion (Ejgenader)
Sound Lane, East Marion (O'Neill)
Dogwood Lane, East Marion (Matzen)
Cedar Lane, East Marion (pihl)
Gillette Drive, East Marion (Levine)
Gillette Drive, East Marion (Schwab)
Cleaves Point Road, East Marion (Bazovsky)
VILLAGE OF GREENPORT
1985 SURVEY ANALYSES
PAGE 6 OF 6
Specific
Nitrate Conductance Chloride
3.7
3.7
7.3
1.2
2.8
1.9
2.6
2.5
8.9
0.1
13
10
44
27
25
20
13
58
150
1600
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(H) - Samples collected and analyzed by H2M/Holzrnacher, McLendon & Murrell, P.C.
140
130
320
190
210
140
150
320
710
2800