WASTE REDUCTION AND MANAGEMENT INSTITUTE
SCHOOL OF MARINE AND ATMOSPHERIC SCIENCES
Hydrology
in the Vicinity of the
Town of Brookhaven
(Suffolk County, NY)
Landfill
Prepared by:
Omkar Aphale
Department of Technology and Society
David J. Tonjes
Department of Technology and Society
Waste Reduction and Management Institute
Long Island Groundwater Research Institute
June 2014
Stony Brook University
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Table of Contents
List of Tables
List of Figures
Acknowledgements
ii
ii
iii
Summary
1. Introduction
2. Objective and Study Methodology
3. Description of the Study Area
4. Climate and Rainfall
5. Hydrologic Features around the Brookhaven Landfill
5.1. Salt Water Bodies
5.2. Streams
5.2.1. Beaverdam Creek
5.2.2. Carmans River
5.2.3. Yaphank Creek and Little Neck Run
6. Recharge
7. Evapotranspiration
8. Direct Runoff
9. Consumptive Use of Water
10. Ground Water Flow Regime around the Brookhaven Landfill
10.1. Direction of Horizontal Ground Water Flow
10.2. Ground Water Levels
10.3. Vertical Flows of Ground Water
1
3
5
7
11
13
13
13
14
15
18
19
23
25
27
29
29
29
33
References
41
i
List of Tables
1. Operational History and Liner Properties of the Brookhaven Landfill
2. Classification of Streams near the Brookhaven Landfill
8
12
List of Figures
1. Approximate Location of the Study Area
2. Key Features of the Brookhaven Landfill Vicinity
3. Brookhaven Landfill Site Plan
4. Annual Precipitation at Upton, NY
5a. Aerial View of Beaverdam Creek
5b. Photograph of the Non-tidal Section of Beaverdam Creek
6. Aerial View of the Study Area
7. Distribution of Annual Recharge in Nassau and Suffolk Counties
8. Potentiometric Altitude of the Water Table Aquifer
9. Equipotential Head Contours
10: Water Table Heights (in ft. msl), Well S3529
11. Water Table Seasonal Variability, Well S3529
12. Ground Water Well Clusters Used in the Vertical Head Analysis
13. Transition Zone from Horizontal Flow to Potential Vertical Flow in the Magothy Aquifer
14. Ground Water Head Residuals at Well S3529 with respect to Well S72812M
15. Ground Water Head Residuals at Wells MW2-S and MW2-D with respect to
Well MW11-M
16. Ground Water Head Residuals at Wells S73760, S73761, S73761R, and S73763
with respect to Well S72813M
17. Ground Water Head Residuals at Wells S72827, S72828, and S73955 with
respect to Well S95310
18. Ground Water Head Residuals at Wells S95323, S98436, and S98437 with
respect to Well S72151M
19. Ground Water Head Residuals at Wells S98434 and S96201 with respect
to Well S96202
6
6
8
10
16
16
17
20
28
30
31
31
32
32
36
36
37
37
38
38
ii
Acknowledgements
The Town of Brookhaven Department of Waste Management (Commissioner: Matt
Miner; Chief Deputy Commissioner: Ed Hubbard; Deputy Commissioner: Christopher Andrade)
supported this research and reviewed draft versions of the report. Although the Town of
Brookhaven supported the research described here, it does not necessarily reflect the view of the
Town and no official endorsement should be inferred. The Town makes no warranties or
representations as to the usability or suitability of the materials and the Town shall be under no
liability whatsoever for any use made thereon.
iii
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Summary
This report describes the hydroglogic regime near Brookhaven landfill using available
literature. The landfill is south of the regional ground water divide and the direction of ground
water flow in its vicinity is southeasterly. The pattern of precipitation, evapotranspiration, runoff
and baseflow in streams in the area is typical for Long Island.
The conductive nature of the principal aquifers in the region, the Upper Glacial and
Magothy aquifers, results in mostly horizontal ground water flows with a small, but locally
noticeable vertical component. Confining units, such as the potentially semi-confining unit
(PSU), create partial hydraulic disconnect downgradient of the landfill. The vertical component
is downward north of the landfill implying recharge of the Magothy aquifer from the Upper
Glacial aquifer; it reverses south of Sunrise Highway so that there is upward discharge from the
Magothy aquifer into the Upper Glacial aquifer.
The area south of Sunrise Highway also marks the start of flow of Beaverdam Creek,
Little Neck Run, and Yaphank Creek, where the water table intersects the ground surface.
Surface water streams in the study area are essentially exposed ground water as they are fed and
sustained almost entirely by shallow ground water sub-systems in the area. Due to low
topographic elevation and proximity to salt water bodies such as the Great South Bay, the lower
reaches of the streams are influenced by tides. The Upper Glacial aquifer discharges into the
streams and Carmans River and into Bellport Bay. Most of the discharge appears to be to the
streams and Carmans River with much less groundwater discharging directly to the bay. Part of
the Magothy Aquifer discharges into the Upper Glacial aquifer; the remainder flows south of the
study area.
1
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1. Introduction
The Town of Brookhaven Waste Management Facility is located in Brookhaven hamlet,
Suffolk County, New York. The landfill, constructed in 1972, was one of the first artificially
lined landfills in the country. However, by 1980 it was determined that the liner system failed
sometime after installation causing widespread ground water contamination (Dvirka and
Bartilucci, 2010). The impact is on the Upper Glacial aquifer (the water table aquifer) and
leachate contamination effects spread southeasterly from the landfill in the direction of advective
flow of ground water.
The Town entered into a cooperative agreement with the US Geological Survey (USGS)
in 1980 to investigate the ground water contamination. Its lead researcher, E.J. Wexler, created a
two-dimensional, steady-state ground water flow and contaminant transport model of the Upper
Glacial aquifer (Wexler, 1988 a, b; Wexler and Maus, 1988). In addition, a water budget was
generated, and the effects of several remedial designs on the plume (as defined by chloride
concentrations) were modeled (Wexler, 1988b).
Today we are reconstructing and enhancing the ground water flow and contaminant
transport simulation model, 25 years after the earlier USGS work. Since 1988, a number of
investigators have studied the regional and site-specific hydrogeologic properties of this area.
More data are available pertaining to quantity, quality, and flow of water. Arguably modeling
practices have also improved due to advances in the computational power and graphic abilities of
modern computers.
3
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4
2. Objective and Study Methodology
The objective of this report is to describe the hydrology of the study area. This
description includes, (i) a summary of the hydrologic features surrounding the Brookhaven
landfill, and (ii) the depiction of the ground water-surface water flow regime in the study area.
The water budget for the study area, which is an estimate of the rate of water movement through
the study area, was developed using the model and is presented in a companion volume.
Relevant data were derived and complied from numerous hydrogeologic investigations
carried out in the vicinity of the Brookhaven landfill and elsewhere on Long Island, along with
data generated in the course of the Town of Brookhaven monitoring program for the landfill.
This information, as well as the geology of the study area described in the companion report
“Geology in the Vicinity of the Town of Brookhaven (Suffolk County, NY) Landfill” (Aphale
and Tonjes, 2013), was used to conceptualize the hydrologic regime of the study area.
5
Nassau
Queens County
County
Kings
County
Suffolk
County
Town boundary
Figure 1. Approximate Location of the Study Area (indicated by red box)
Woodside Ave
N
Yaphank
Ave
Yaphank
Creek
Landfill
Sunrise
Highway
Montauk
Highway
Little Neck
Run
Carmans
River
Beaverdam
Creek
Bellport
Bay
Figure 2. Key Features of the Brookhaven Landfill Vicinity
6
3. Description of the Study Area
The Town of Brookhaven Waste Management Facility is located in south-central Town
of Brookhaven, Suffolk County, New York (Figure 1). It is bounded by Horseblock Road to the
north, Sunrise Highway to the south, the Horizon Village residential community to the west, and
Yaphank Avenue to the east (Figure 2).
The landfill occupies about 180 acres of the 536 acre Town of Brookhaven Waste
Management Facility. Other facilities at the site include a materials recycling facility, a landfill
gas-to-energy system, a waste transfer station, a Stop-Throwing-Out-Pollutants (STOP) facility,
a residential drop-off center, an area for wood chipping, four leachate storage tanks, a machine
shop, a scale-house, and several administrative buildings. Four recharge basins are located on
the facility - two to the south of the landfill, one to the east, and one to the north (Dvirka and
Bartilucci, 2001).
The 1967 USGS topographic quadrangle map of Bellport indicates that the current
landfill site was vacant, wooded land. The landfill modules were excavated into the vadose zone
sediments, which are predominantly Pleistocene glacial outwash. The bottom elevation of Cell 1
is about 32 ft mean sea level (msl), based on the elevation of the gravity feed leachate pipe from
the cell liner into its collection chamber. The basal depth of Cell 2 is unknown, but is assumed
to be approximately the same. The bottom elevations of Cell 3 and Cell 4 are about 31.5 ft msl
and 39.5 ft msl respectively (Dan Johnson, LKMA, personal communication, April 6, 2012).
Cell 1 strikes to the west, Cell 3 and Cell 4 to the south. The low point of Cell 2 is a little north
of its center point, and Cell 2 drained to a north-south center line. The former two-mound
topography of the landfill has been altered by new construction. The mound to the east was
composed of older sections or “Cells” of the landfill – Cell 1, 2, 3 and 4 (Figure 3). The mound
to the west was Cell 5. The two mounds were separated from each other by a valley. Cell 6 has
been constructed in the valley and now fills it, and is being extended along the northern side of
Cell 5 and Cell 4. All of the cells are lined, with the liners varying in composition and design.
The older cells of the landfill, Cells 1, 2 and 3, received municipal solid waste (MSW). Cell 4
received a combination of MSW, construction and demolition (C&D) debris, and incinerator ash.
Cell 5 and Cell 6 are restricted to incinerator ash, C&D, and other inert material. The current fill
rate is approximately 2,700 tons/d or about 1 million tons/yr.
7
Figure 3. Brookhaven Landfill Site Plan (Dvirka and Bartilucci, 2011)
Cell –
Phase
Year
Opened
Year
Capped
Baseliner
(Acres)
1
1974
1993
75
2
1980
1993
15
3
1989
1993
4
4
1991
1997
35
MSW + Incinerator
Ash
5
1996
Partially
capped
in 2002,
2005
56
6- 1
6- 2
6- 3
6- 4
6- 5
Cell 6-
2003
2003
2011
2006
---
-------
13.2
10.5
13.7
8.4
12.3
70
Type of waste
received
Liner System
Evidence
of Liner
Leak
Yes
Single liner- 20 mil PVC
Double liner – 20 mil PVC
overlain with 20 mil CPE
Double liner – 80 mil HDPE
overlain with 60 mil PVC
Triple liner – One 60 mil
PVC + Two 80 mil HDPE
over liners
Unknown
Construction and
Demolition Debris
(C&D) + Incinerator
Ash
Double composite liner
(Bentonite or equivalent
overlain by 80 mil HDPE)
No
C&D + Incinerator
Ash
Double composite liner
No
---
---
---
Municipal Solid
Waste (MSW)
Yes
No
Unbuilt
Table 1. Operational History and Liner Properties of the Brookhaven Landfill (Dvirka and
Bartilucci, 2001, 2010; 2011); 1 mil = 0.001 inch
8
All phases of Cell 5 were designed to drain west. The bottom elevation of Cell 5 ranges
from about 54 ft msl to about 37 ft msl (Dan Johnson, LKMA, personal communication, April 6,
2012). Phase I of Cell 6 drains south, Cell 6 Phase 2 drains north, and Cell 6 Phase 3 drains west
(Phase 4 is an overliner system in the Valley area, over Cell 2, that drains into the baseliners of
Phase 1 and Phase 2). The leachate systems are designed with automated pumps activated by
level indicators. The pumps in Cell 5 and 6 are designed to maintain less than 1 foot of head on
the liner system. The leachate is temporarily stored in tanks onsite, and then shipped by tanker
trucks to the Suffolk County sewage treatment facility in Babylon, New York, and the plant
effluents are discharged into the Atlantic Ocean (some of the leachate receives pre-treatment at
Clear-Flo, Babylon, prior to discharge to the sewage treatment plant).
The operating history of the landfill and liner composition and footprint sizes are
summarized in Table 1.
9
Total Annual Precipitation (inches/ year)
70
60
50
40
30
20
10
0
1949
1954
1959
1964
1969
1974
1979
1984
1989
1994
1999
2004
Figure 4. Annual Precipitation at Upton, NY (1949 to 2007) (mean = 48.5 in)
10
4. Climate and Rainfall
The climate on Long Island is generally mild and humid, and is influenced by the
westerly winds that drive continental weather systems eastward. Due to bordering water bodies
such as the Atlantic Ocean and the Long Island Sound, diurnal and seasonal temperatures are
moderated. Sometimes Long Island is affected by coastal weather systems; dramatic examples
include “nor-easters” and hurricanes (Peterson, 1987). The average annual temperature is about
55ºF (National Weather Service, New York, NY, Climate Report for Islip, NY, corrected
January 2, 2013). Although weather conditions in the study area may vary at any given point in
time, overall climatic conditions around Brookhaven landfill site match the generalized
conditions of Long Island.
Rainfall occurs throughout the year on Long Island and precipitation events are
distributed fairly evenly, primarily from fronts sweeping west. Major rainfall events during the
winter season are often associated with coastal storms that generate northeasterly winds. The
largest storms during warm periods (June to November) are also associated with coastal storms
systems from the south, although these tend to be frontal systems (Peterson, 1987). Winter
precipitation may convert into snowfall under favorable air temperatures, although snow or sleet
accounts for less than 10 percent of the total rainfall (Koszalka, 1984).
Precipitation that falls on ground first passes through the root zone of plants and the
unsaturated zone of soil. Once the soil moisture deficiency of the unsaturated zone has been met
and/or the water requirements for evapotranspiration have been fulfilled, the remainder of the
infiltrated water percolates to the saturated zone by gravity. The flat topography of Long Island,
along with highly permeable nature of the outwash deposits, promotes subsurface percolation of
precipitation (Spinello and Simmons, 1992).
Variable accountings of Long Island precipitation exist: 44 in./yr (Miller and Fredrick,
1969); 43 in./yr for Suffolk County (Krulikas, 1986); 44.7 in/yr. at the Islip MacArthur Airport
(National Weather Service, New York, NY, Climate Report for Islip, NY, corrected January 2,
2013); 48.5 in./yr. at the National Weather Service weather station at Upton (about 6.5 miles
north of the landfill); and 47 in./yr around Brookhaven landfill (Wexler and Maus, 1988).
11
Water body (segment)
Class
Existing/expected best usage
Beaverdam Creek - freshwater
C-TS
Fishing, Trout spawning area
Beaverdam Creek – tidal – south
of Beaverdam Road
SC
Fishing, fish propagation, primary and
secondary contact recreation
Carmans River – south of
Victory Avenue Dam
SC
Fishing, fish propagation, primary and
secondary contact recreation
Little Neck Run
C
Fishing
Yaphank Creek
C-TS
Fishing, Trout spawning area
Table 2. Classification of Streams near the Brookhaven Landfill (NYSDEC,
Environmental Resource Mapper, available at http://www.dec.ny.gov/imsmaps
/ERM/viewer.htm)
12
5. Hydrologic Features around the Brookhaven Landfill
5.1. Salt Water Bodies
Bellport Bay, part of the lagoonal, estuarine Great South Bay in the South Shore Estuary
system, is located about 2.5 miles south of the landfill. Bellport Bay is bounded by Fire Island to
the south, Brookhaven hamlet to the north, and the Mastic-Shirley peninsula to the east. All
streams in the study area discharge into Bellport Bay.
5.2.Streams
Streams on Long Island are almost entirely fed and sustained by ground water discharge.
The contribution of ground water, or baseflow, represents 90 to 95 percent of the total flow of
the streams under natural (pre-development) conditions (Spinello and Simmons, 1992;
Pluhowski and Kantrowitz, 1964; Prince et al., 1988; Peterson, 1987; Wexler and Maus, 1988).
In other words, Long Island streams are essentially ground water drains and the streamflow
during dry weather spells depends on the ground water levels adjacent to the stream (Pluhowski
and Kantrowitz, 1964). When ground water heads are high, and where the ground surface is
lower than the water table elevation, ground water seeps through the streambed resulting in
streamflow. Conversely, when the water table drops below the streambed elevation, seepage
reverses and the stream dries (Gerathy and Miller, 1985; Prince, 1980).
Increasing urbanization causes alterations in natural topography due to artificial
landscaping, and increases in impervious surfaces such as roads, parking lots, roofs, etc.
Rainwater is diverted to streams and other surface water bodies via storm sewers, and direct
overland flow. As higher fractions of precipitation are lost as surface runoff, the amount of
precipitation that infiltrates the ground as recharge can decrease (Peterson, 1987). However, the
prevalence of recharge basins and catch basins, which redirect runoff back into the subsurface,
means that development patterns typically found on Long Island may, under some
circumstances, increase recharge (Seaburn and Aronson, 1974), contrary to most areas postdevelopment.
Fresh water streams near the landfill site are Beaverdam Creek, Yaphank Creek, Little
Neck Run and Carmans River. Beaverdam Creek is closest; its headwaters are found south of
Sunrise Highway, immediately southeast of the landfill. Carmans River is the largest stream
13
near the landfill, located approximately 1¾ miles to the east of the landfill. Yaphank Creek and
Little Neck Run are tributaries to Carmans River and are located approximately ¾ miles
southeast of the landfill.
The New York State Department of Environment Conservation (NYSDEC) (2008) has
classified these water bodies based on “existing, or expected best usage, of each water body or
water body segment” (Table 2).
5.2.1. Beaverdam Creek
Beaverdam Creek is the stream that is closest to the landfill (Figure 5a). The headwaters
of Beaverdam Creek are near Sunrise Highway and it discharges into Bellport Bay. Beaverdam
Creek is approximately 2.5 miles long and is marine (tidal) for about 1.1 miles upstream from
Bellport Bay to Beaverdam Road (Figure 5a). The creek was ditched for mosquito control in its
upland, freshwater portion in a number of places (Figure 5b) and has been dredged in its tidal
section. Beaverdam Creek was classified as a “Significant Fish and Wildlife Habitat” by New
York State Department of State in 1987 (LIPRB, 1990).
The average baseflow for Beaverdam Creek was estimated to be 1.35ft3/s at partialrecord station 01305100 present near the intersection of Montauk Highway and South County
Road (Wexler, 1988a). Dvirka and Bartilucci (2012) measured 2.43 ft3/s on average at
approximately the same location from May 2011 to June 2012. The hydraulic gradient along
Beaverdam Creek varies; a relatively flat gradient of 0.002 ft/ft is observed between the
headwaters and sampling location BD-4 (approximately 2,000 feet north of the gaging station).
The gradient steepens between BD-4 and BD-2 (about 1,250 feet south of the gaging station) to
0.004 ft/ft and then it decreases due to the flat topography further downgradient (Dvirka and
Bartilucci, 1994).
Beaverdam Creek is visibly and chemically affected by the landfill leachate as the
baseflow for the creek is derived from the ground water that is contaminated with landfill
leachate (Tonjes and Black, 1992; Dvirka and Bartilucci, 1994).
Although some accounts describe the headwaters of Beaverdam Creek as existing north
of Sunrise Highway, no observations since 1992 have found flow or a connected body of water
extending under the highway. There is an extensive depression (swale) north of the highway that
14
can hold surface water when ground water elevations are at their highest, and a culvert runs
under Sunrise Highway. The swale can be tracked from Horseblock Road to Surrise Highway
(except where landfill site infrastructure has been installed or grading has occurred). Substantial
depths (up to 18 inches) of water have been observed in the swale at ground water elevation
peaks. However, no flows have been seen in the swale; the water appears to be stagnant. Water
has been observed in the culvert at high ground water stages, but no flows out of the culvert have
been seen. The swale south of Sunrise Highway similarly has contained considerable depths of
water at highest ground water elevations, but no flow has ever been observed north of BD-5
(approximately 1,500 feet north of BD-4, and 1,500 feet south of Sunrise Highway).
5.2.2. Carmans River
Carmans River is east of the landfill site. The river is 11 miles long, extending from
Cathedral Pines County Park in Middle Island to Bellport Bay. It is the largest coldwater stream
on Long Island with a variable width ranging from 3 to 50 feet and depths ranging from a few
inches to about 6-8 feet. The Carmans River basin is relatively undeveloped (by Long Island
standards). Salt and brackish tidal marshes along Carmans River south of Montauk Highway
constitute the estuarine portions of the Wertheim National Wildlife Refuge. A weir, the Victory
Avenue Dam, was constructed on the river at Southaven County Park, immediately north of
Sunrise Highway (Figure 6). This dam maintains a lake about 6 feet above the tidal river
(Cashin Associates, 2002). All waters downstream of the weir are considered to be tidal
(Wexler, 1988a).
The Carmans River represents the natural hydrologic divide for the regional shallow
ground water sub-system that flows in southeasterly direction from the landfill site. USGS
estimated an annual discharge of 37.8 ft3/s in 2010 based on measurements at an upgradient
location on the Carmans River near the Long Island Expressway. The average annual baseflow
for the Carmans River was estimated to be 56 ft3/s (Wexler and Maus, 1988) at partial recording
station 0105040 located at the Victory Avenue dam. It is estimated that the fresh water flow rate
increases to 72 ft3/s at the mouth of the river (Cashin Associates, 2002).
15
Figure 5. a) Aerial View of Beaverdam Creek: non-tidal (red line) and tidal sections (white line)
and b) Photograph of the Non-tidal Section of Beaverdam Creek. The yellow star in figure 5a
indicates the approximate position of the gaging station for flow measurements made by Wexler
(1988a) and Dvirka and Bartilucci (2012).
16
Figure 6. Aerial View of the Study Area: Little Neck Run (red), Yaphank Creek (green), and
Carmans Rivers (white). The LIRR railroad tracks can be seen as a blue line. The yellow stars
show the approximate position of flow measurements made by Wexler (1988a).
17
5.2.3. Yaphank Creek and Little Neck Run
Carmans River has two tributaries near the landfill area, Yaphank Creek and Little Neck
Run. Both are west of the river (Figure 6). Flow in Little Neck Run begins south of Montauk
Highway (at the railroad bridge) although stagnant pools are found north of the railroad, and
there is a perennial flow in Yaphank Creek north of Montauk Highway, although the creek does
not extend north beyond Sunrise Highway.. Both streams are less than a mile long and become
tidal about 1,000 feet south of the railroad tracks (Wexler, 1988a). Wexler and Maus (1988)
estimated an average baseflow of 0.1 ft3/s for Little Neck Run and 0.12 ft3/s Yaphank Creek, at
stations at the railroad tracks. The estimate for Yaphank Creek seems lower than is reasonable,
as there is often good flow in the stream at Montauk Highway, 2,000 feet north of the USGS
gage site.
Little Neck Run, based on sampling by Suffolk County and the Town, has been found to
have its ground water quality impacted by the landfill plume between the railroad tracks and
where the stream becomes salty, tidal waters. Effects can no longer be measured just north of its
confluence with Carmans River (Dvirka and Bartilucci, 2011). Thus, it appears a portion of the
landfill plume discharges to Little Neck Run.
18
6. Recharge
Long Island has flat topography and no long-duration snow pack. The ground water
system is considered to be isolated from continental systems. Inputs (recharge) to the ground
water system are thus from local, immediate precipitation (McClymonds and Franke, 1972;
Garber, 1986; Koszalka, 1984).
The amount of water that infiltrates the ground water system is affected by the amount of
precipitation, as modified by evapotranspiration and runoff (runoff is a small component on
Long Island). The amount of rainfall that infiltrates into the subsurface is “natural recharge”
(Peterson, 1987). The generalized equation for the relationship between natural recharge,
precipitation, evapotranspiration and direct runoff is (Peterson, 1987):
Natural Recharge = Precipitation- (Evapotranspiration + Direct Runoff)
Recharge to the water table aquifer (here, the Upper Glacial aquifer) occurs directly from
precipitation. The amount of recharge depends on the loss of water through evapotranspiration
and the extent of replenishment of soil moisture in the unsaturated zone. Recharge to deeper
aquifers on Long island is more complicated. Recharge to deeper aquifers only occurs in the
vicinity of the north-south ground water divide (the Deep Recharge Zone) (Koppelman 1978).
Recharge to the deeper two aquifers occurs because of vertical flow through the Upper Glacial
aquifer. The amount of recharge that reaches the deeper aquifers depends on (i) the amount of
precipitation in the proximity of the ground water divide; (ii) presence of confining layer(s); (iii)
flow patterns in the Upper Glacial aquifer; and iv) the level of saturation of the soils overlying
the Upper Glacial aquifer.
19
Figure 7. Distribution of Annual Recharge in Nassau and Suffolk Counties (in./yr)
(Peterson, 1987) (star indicates Brookhaven Landfill)
20
Recharge rates generally follow annual cycles although precipitation on Long Island has
no general seasonal pattern. Recharge is generally greatest during the cold season (OctoberMarch) (late fall, winter, and early spring). This is due to lower temperatures, shorter daylight
periods, and dormant vegetation, all of which decrease evaporation and uptake of soil water by
plants. Frozen ground impedes recharge, however. Recharge is usually lowest during the warm
season (April-September) (late spring-summer-early fall) because warmer temperatures, more
daylight, and more vegetation growth results in greater evaporation and uptake of soil water by
plants (Eckhardt and Wexler, 1986). During any one particular year, however, recharge may be
greater or less than expected due to variations in rainfall, temperature, plant growth, etc.
Variations in precipitation usually dominate changes in recharge, so that dry winters have little
recharge and very wet summers result in a great deal of recharge.
Recharge would be evenly distributed across the study area under natural conditions;
however, roads and other development, landfill liners and mounds, and/or presence of recharge
basins redistribute recharge locally (Pearsall and Aufderheide, 1995). Storm water management
practices on Long Island can lead to increased recharge, as recharge basins and catch basins
inhibit evaporation and plant uptake of soil moisture (Seaburn and Aronson, 1974).
On average, the annual recharge value is estimated to be half of annual rainfall.
Steenhuis et al. (1985) estimated the recharge percentage to be 50.7 percent of annual rainfall in
Mineola, 54.6 percent in Patchogue, and 54.1 percent in Setauket for the period 1968-1975.
Wexler and Maus (1988) estimated annual precipitation around Brookhaven landfill to be 47.4
inches and used 24.6 inches as a recharge value. Peterson (1987) modeled recharge based on
precipitation patterns and soil types, and estimated recharge near the landfill to be 22-23 inches
per year (Figure 7).
21
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22
7. Evapotranspiration
The term evapotranspiration encompasses two phenomena: (i) the physical process of
evaporation from exposed water and moist soil; and, (ii) the biological process of transpiration
through plants as they take water (the nutrient carrier) from roots and release it through leaves
(Peterson, 1987).
Evapotranspiration amounts vary spatially and seasonally (Prince, 1981).
Evapotranspiration is highest on Long Island during the warm season (April-September) because
of warmer temperatures, more light, and more vegetation growth (Warren et al., 1968). During
the warm season, recharge can be non-existent if all infiltrated water is taken up by plants or
evaporates directly (Busciolano et al., 1998).
The depth of the root zone, the height of the water table, and the ability of the soil to hold
moisture (its “field capacity”) also determine the amount of evapotranspiration. Deeper rooted
plants can draw moisture from soils when other plants find no soil moisture, and can sometimes
draw water directly from a shallow water table. Direct evaporation of ground water has been
noted, although the water table is thought to need to be within 4 feet of the ground surface
(Pluhowski and Kantrowitz, 1964). The outwash and gravel base for soil found in southern and
central Long Island results in soils with less field capacity compared to soils based on less
permeable tills, which are more common on the north shore. In general, most Long Island soil
has low field capacity (Warner et al., 1975)
No direct experiments have been conducted to estimate the level of evapotranspiration at
the Brookhaven landfill and its vicinity. As estimated by Peterson (1987), the evapotranspiration
fraction of total precipitation (lost in the form of evapotranspiration) varies from 21.2 inches
(46.6 per cent) near Bridgehampton (sandy loam type soil with shallow root vegetation) to 26.8
inches (57.9 per cent) near Setauket (sandy loam type soil with mature forest). The Suffolk
County Soil Survey (Warner et al., 1975) defines the predominant natural soils at the landfill site
as Plymouth sandy loam and Riverhead sandy loam (about 40 percent each) with a large area of
Carver and Plymouth sands (10 percent). Peterson (1987) estimated evapotranspiration to be 22
inches for the study area.
23
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8. Direct Runoff
Under natural conditions, the amount of precipitation entrained in surface runoff for most
of Long Island is negligible due to flat topography, highly permeable soils and vegetation cover.
Runoff increases with an increasing urbanization because the built environment has more
impervious surfaces such as roads, parking lots, and roofs, and because of land-clearing and
other alterations to native vegetation. Direct runoff was estimated to be 1 percent of the total
precipitation in the vicinity of the Brookhaven landfill (Wexler, 1988a). Runoff percentages
may be greater near Sunrise Highway and other roads, especially on steeper slopes.
The Town commissioned a survey of storm water discharges in 1996 (Charles Voorhis &
Assoc., Inc., 1996). The survey identified each individual site where stormwater could enter a
surface water body. Two outfalls were found in fresh water reaches in the study area: one from
the Beaverbrook Drive neighborhood into Beaverdam Creek (near station BD-2, south of
Montauk Highway). The other was into Yaphank Creek from catch basins along Montauk
Highway. There were eight outfalls (one was collapsed and non-functional) into tidal portions of
Beaverdam Creek, all in the "canal" region near to the mouth of the creek. Two other sets of
pipes were observed, both exiting bulkheads into the tidal creek, and were classified as likely soil
or roof drains.
Most other runoff from impervious surfaces in the area is directed either to recharge
basins or, more commonly south of the landfill where shallow water tables prevent construction
of recharge basins, to catch basins. Recharge basins are excavations that collect storm water.
These basins are generally designed to have permeable sediments in their base so as to promote
percolation to the subsurface. Basins designed in this fashion need periodic maintenance due to
clogging of interstices by finer sediments entrained in storm water. Drainage is sometimes
slowed by vegetative growth on the bottom and sides of the basins, too. Recharge basins were
found to enhance recharge rates over predevelopment amounts in northern Oyster Bay (Seaborn
and Aronson, 1974).
Catch basins are subsurface collection chambers. The storm water management system
may be composed of a series of collectors and pipes that transport storm water to a preferred area
or they may be single, local collection sites. Tertiary catch basins have sediment bottoms and
lateral vents to promote infiltration of collected storm water. Catch basins require maintenance
25
if they become clogged by fine sediments or trash; in areas with surface erosion, basins can fill
in. Poorly operating catch basins lead to street flooding and may cause runoff to reach surface
water bodies. Catch basins may also be ineffective where the water table is very shallow so that
the bottom of the basin is flooded.
26
9. Consumptive Use of Water
Consumptive use of water occurs when water is drawn from a system and is not returned
to the system after use. This, in a sense, constitutes negative recharge of the aquifer. One
common consumptive use of ground water is agricultural and residential irrigation, which results
in losses to evapotranspiration and product exports, along with grass clipping removal. Another
major consumptive loss is to industrial use, either for directly for production purposes or as
cooling water (especially important in electrical power generation). Consumptive use of water
can occur when public sewers carry local water away for treatment and discharge outside of the
system (either geographically outside the region of interest, or to salt water systems).
Conversely, importing water from outside of the region for public water supply (as New York
City does, bringing in water from the Catskills), can result in adding water to a groundwater
system if the sanitary wastewater is discharged into the subsurface (Tonjes et al., 2011).
There is little consumptive use of ground water in the area. Public water was supplied to
most houses in the study area around 1990 due to concerns regarding effects of the landfill plume
on downgradient private drinking water wells. The Suffolk County Water Authority has a
cluster of public water supply wells along Bellport Road west of the landfill, but since the Water
Authority has an interconnected system, it is not certain that water used by residents supplied
with public water comes from that well site. Therefore, there may be some water imported into
the area, but also some water may be exported to other Suffolk County residents. There are no
sewer systems in the study area; all houses and businesses use subsurface disposal systems
(septic systems or cesspools) for sanitary wastewater. This means that if water in the public
supply system comes from outside of the study area, the sanitary systems are net producers of
recharge to the system.
Houses and businesses west and east of the public water supply area use private wells for
water supply. These wells are typically installed in the Upper Glacial aquifer, 40 to 60 feet
below the water table. The use of subsurface sanitary waste treatment means there is negligible
consumptive use of this water (home irrigation evapotranspiration and pool evaporation losses,
minor losses because of car washing, cooking and personal consumption, etc.) (Spinello and
Simmons, 1992; Buxton and Reilly, 1985).
27
There are two farms in the study area. Both use irrigation during times where plant water
demands exceed soil moisture availability. All of these wells used to be in the Upper Glacial
aquifer. Because the landfill plume reached the Hamlet Organic Garden (H.O.G.) Farm, the
Town installed two wells into the Magothy aquifer in 2010 to provide irrigation water. Because
of evapotranspiration and export of agricultural products from the area, these withdrawals can be
considered to be minor consumptive uses of local water.
There are no major industrial water uses in the study area.
Figure 8. Potentiometric Altitude of the Water Table (Upper Glacial) Aquifer (blue lines). Black
lines with arrows approximate horizontal flow directions as determined by the equipotential lines
(modified from Monti and Busciolano, 2009) (star shows the general position of the Brookhaven
landfill)
28
10. Ground Water Flow Regime around the Brookhaven Landfill
10.1. Direction of Horizontal Ground Water Flow
The study area is south of the regional ground water flow divide on Long Island
(generally, near the Long Island Expressway). The direction of horizontal flow in the Upper
Glacial aquifer, the underlying Gardiners Clay, and upper sections of the Magothy aquifer near
the Brookhaven landfill site has been found to be southeasterly (Eckhardt and Wexler, 1986;
Dvirka and Bartilucci, 2001) (Figure 8). Ground water in the Upper Glacial aquifer is thought to
follow primarily horizontal flows with little downward flow, except as driven by recharge inputs,
with very little discharge into the Magothy aquifer (Wexler, 1988a).
A mapping of equipotential heads based on local water table aquifer measurements
(Figure 9) shows general agreement with the regional flow map. Local differences include
obvious discharge of the aquifer into Beaverdam Creek and Carmans River. Flow appears to
generally stagnate in the peninsula between the tidal portions of Beaverdam Creek and Carmans
River. This suggests most of the Upper Glacial aquifer flow discharges into the streams, in both
fresh and salt water reaches.
10.2. Ground Water Levels
Ground water levels in the water table (Upper Glacial) aquifer respond to changes in
precipitation and climatic conditions. Generally, the ground water levels rise as precipitation
increases, and fall as precipitation amounts decrease. However, the response rate is also affected
by variations in evapotranspiration, ground saturation due to prior precipitation, increased runoff
associated with snowmelt or storm events, and the transmission of water through the system
from upgradient to downgradient. All of these factors are reflected in the ground water level
measurements (Aphale and Tonjes, 2010). Pressure responses to changes in ground water table
elevations, because of the good hydraulic connectivity throughout the Upper Glacial aquifer, are
usually rapid (returning to equilibrium in several days), although large precipitation events may
result in temporary downward vertical gradients (Wexler, 1988a).
29
Figure 9. Equipotential Head Contours (based on local measurements near the
Brookhaven landfill)
30
32
ft (msl)
30
28
26
24
22
1970
1980
1990
2000
2010
Figure 10: Water Table Heights (in ft. msl), Well S3529 (1975-2010) (maximum = 30.20',
June 1998, minimum = 22.32' November 2002)
32
ft (msl)
30
28
26
24
22
1995
1996
1997
1998
1999
2000
Figure 11. Water Table Seasonal Variability, Well S3529 (1995-1999)
31
Figure 12. Ground Water Well Clusters Used in the Vertical Head
Analysis (well screen depth from ground surface in ft shown in brackets)
Figure 13. Transition Zone from
Horizontal Flow to Potential Vertical Flow
in the Magothy Aquifer (Dvirka and
Bartilucci, 2001)
32
Ground water levels in the Town of Brookhaven range from around 100 feet above mean
sea level near the center of the Town to near mean sea level near the coastline. Across the study
area, the water table elevation generally ranges from 3 feet msl (at or near the shoreline) to 30
feet msl. The depth to the water table from the natural ground surface ranges from a little more
than 50 feet in places to nothing at streams. The saturated thickness of the Upper Glacial aquifer
ranges from 90 to 135 feet (Dvirka and Bartilucci, 1994).
Water table elevations vary over time due to the factors discussed above. Figure 10
shows measurements of ground water heads at well S3529, located near the scale house at the
landfill, over 30 years. The water table fluctuated by nearly 8 feet (from a minimum of 22.32
feet in November 2002 to a maximum of 30.20 feet in June 1998) over this period. Substantial
fluctuations occurred over particular years: in 1998, the head rose by about 5 feet (from 25 feet
in January to more than 30 feet in June) and again fell by nearly 4 feet (from 30 feet in June to
around 26.5 feet in December). The water table can also be fairly stable, so that the water table
head remained almost unchanged from June 1989 to June 1990. Seasonal patterns do not always
comply with the rule of thumb that the water table is highest in early spring and lowest in early
fall (Figure 11).
10.3. Vertical Flows of Ground Water
Anisotropy estimates range from 10:1 for Upper Glacial aquifer to 100:1 for the Lloyd
aquifer (Buxton et al., 1999). Although pressure gradients can be greater vertically than
horizontally, ground water flow is mostly horizontal with little vertical movement (Prince, 1980).
The three aquifers on Long Island are hydraulically interconnected (Soren, 1971).
However, their sediment characteristics, and thus their water bearing properties, differ. The
coarser sediment composition of the Upper Glacial aquifer makes it more conductive than the
Magothy aquifer. Consequently, the rate of movement of ground water in these aquifers also
varies; water in the Upper Glacial aquifer generally moves more quickly compared to the
Magothy aquifer or Lloyd aquifer. Thus, the head gradient in the Upper Glacial aquifer is
steeper than the Magothy aquifer. Head pressure in the center of Long island is greater in the
water table aquifer than in the deeper aquifers, creating the potential for recharge of the deeper
aquifers from the Upper Glacial aquifer. Because head pressure declines more quickly in the
Upper Glacial aquifer (becoming essentially zero at the shore line), this relationship reverses and
33
the potentiomentric surface of the underlying Magothy aquifer can exceed the water table, Upper
Glacial aquifer. This creates conditions where the potential is for negatively geotropic vertical
flows: ground water can flow upward from the underlying aquifer into the water table aquifer
(Koppelman, 1978). The presence of confining units, such as the Potentially Semi-confining
Unit (PSU) (Aphale and Tonjes, 2013) can retard the flow of ground water between aquifers and
prevent equalization of the pressure differences.
There is a greater head in the Upper Glacial aquifer than in the Magothy aquifer north
and west of the landfill, which indicates a potential for flow from the Upper Glacial aquifer into
the Magothy aquifer. A coupled analysis of water chemistry and head relations suggested that
these flows do occur (Tonjes and Wetjen, 2002). That report, expanded upon and extended here,
also showed that Magothy-Upper Glacial aquifer well pairings in the center of the south
perimeter of the landfill seem to describe a transition between downward and upward potential
flows. Another well pairing just north of Montauk Highway in Brookhaven hamlet (the deeper
well is screened in the confining unit) has slightly greater head in the deeper well compared to
Upper Glacial wells at the same locations indicating a potential for upward flows. Well pairs
south of Montauk Highway in Brookhaven hamlet have much greater head in the Magothy
aquifer compared to the Upper Glacial aquifer. Tonjes and Wetjen suggested water chemistry in
the deep Upper Glacial aquifer south of Montauk Highway matches that of the upper Magothy
aquifer, suggesting there is in fact flow from the Magothy aquifer into the Upper Glacial aquifer
(see Figure 12 for the well locations in the study). Similarly, Dvirka and Bartilucci (2001)
defined a “transition zone” demarcating a change from horizontal flow to upward flow in the
Magothy aquifer, along Montauk Highway (Figure 13).
Ground water head measurements have been collected in the vicinity of the landfill for 30
years (1981-2010) by a number of agencies and organizations. USGS and Suffolk County
Department of Health Services have several wells that are monitored regularly. USGS (during
the cooperative agreement), Town consultants, and Stony Brook researchers have monitored
much larger networks of wells at generally more irregular intervals. These data have all been
collated by Stony Brook University on behalf of the Town. They were used in Tonjes and
Wetjen (2002), and here are expanded on somewhat. We focus on residuals, the differences in
ground water head measurements between the deepest head observation well (screened in either
34
the Magothy aquifer or the confining layer) and shallower wells screened in the Upper Glacial
aquifer.
Well pair S3529 (Upper Glacial aquifer) and S72812M (Magothy aquifer) is located on
the landfill property at its northeastern perimeter. S3529 is located about 200 feet southeast of
S72812M, and the wells appear to exactly align with groundwater flow. Using a gradient
(0.0015 ft/ft) developed from nearby Upper Glacial wells pairs, the heads at S3529 were
increased by +0.3 feet to account for the 200 foot difference in location (Tonjes and Petrella,
1999). The residuals show that this adjusted head for the Upper Glacial well is consistently
higher than that in the Magothy well (Figure 14). This suggests a potential for downward ground
water flow from the Upper Glacial aquifer into the Magothy aquifer.
Well cluster MW2-S/MW2-D (Upper Glacial aquifer) and MW11-M (Magothy aquifer)
is located at southern edge of Cell 5 of the landfill. The head in the Magothy well is consistently
less than heads in either of the Upper Glacial wells (Figure 15). This indicates a potential for
downward ground water flow from the Upper Glacial aquifer into the Magothy aquifer.
Well cluster S73760/S73761/S73761R/S73763 (Upper Glacial aquifer) and S72813M
(Magothy aquifer) is located on the southern edge of Cell 1 of the landfill. The differences in the
head measurements are generally less than 0.25 ft and vary between greater head in the Upper
Glacial aquifer and greater head in the Magothy aquifer (Figure 16). This appears to define a
transition between potential upward and downward flows.
Cluster S72827/S72828/S73955 (Upper Glacial aquifer) and S95310 (located in the
confining unit, as determined by rapidly falling water levels when pumped and the incorporation
of very turbid gray fines in the discharge water) is located approximately 750 feet north of the
intersection of Old Town Road and Montauk Highway, south of the landfill. Heads in the deeper
well S95310 are consistently albeit slightly higher than heads in the Upper Glacial wells (Figure
17). Therefore, there is a small potential for upward flow, assuming either the confining unit
head reflects the underlying Magothy aquifer head or is intermediate between the head in the
Magothy aquifer and the Upper Glacial aquifer.
35
1
Residuals (ft)
0.5
0
-0.5
-1
-1.5
-2
1980
1985
1990
1995
2000
2005
2010
Figure 14. Ground Water Head Residuals at Well S3529 with respect to Well S72812M
0
Residuals (ft)
-0.25
-0.5
-0.75
-1
1990
1995
2000
2005
2010
Figure 15. Ground Water Head Residuals at Wells MW2-S (+) and MW2-D (x) with
respect to Well MW11-M
36
Residuals (ft)
1
0.5
0
-0.5
1980
1985
1990
1995
2000
2005
2010
Figure 16. Ground Water Head Residuals at Wells S73760 (x), S73761 (+), S73761R
(○), and S73763 (*) with respect to Well S72813M
0.5
Residuals (ft)
0.25
0
-0.25
-0.5
1995
2000
2005
2010
Figure 17. Ground Water Head Residuals at Wells S72827 (x), S72828 (+), and S73955
(○) with respect to Well S95310
37
5
Residuals (ft)
4
3
2
1
0
1990
1995
2000
2005
2010
Figure 18. Ground Water Head Residuals at Wells S95323 (x), S98436 (+), and S98437
(○) with respect to Well S72151M
6
Residuals (ft)
5
4
3
2
1
0
1995
2000
2005
2010
Figure 19. Ground Water Head Residuals at Wells S98434 (x) and S96201 (+) with
respect to Well S96202
38
Well-cluster S95323/S98434/S98437 (Upper Glacial aquifer) and S72151M (Magothy
aquifer) is located at the railroad tracks on South Country Road, some 500 feet south of Montauk
Highway, south of the landfill. Head in the Magothy aquifer is much higher than the head
measured in the Upper Glacial wells (Figure 18). It is 3 to 5 feet to the water table at this
location under most aquifer conditions, but often the Magothy aquifer well is artesian (if not
capped it would flow out onto the ground surface). A valve with a plastic hose extension has
been used to estimate head elevations above the ground surface. This substantial head difference
often found between the aquifers indicates a strong potential for upward flow from the Magothy
aquifer into the Upper Glacial aquifer.
Well cluster S98434/S96201 (Upper Glacial aquifer) and S96202 (screened in the
confining layer, as determined by rapidly falling water levels when pumped and very turbid gray
fines in the discharge water) is located on Old Stump Road, just south of the railroad tracks.
Head in S96202 is consistently 4 to 5 feet higher than heads in the Upper Glacial wells (Figure
19). Assuming either the confining unit head reflects the underlying Magothy aquifer head or is
intermediate between the head in the Magothy aquifer and the Upper Glacial aquifer, there is a
strong potential for discharge from the Magothy aquifer into the Upper Glacial aquifer at this
location.
39
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40
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