unrteo a(4t*>
Environments' Protection
Agency
onica a i
Emergency end
Remedlel Resporo*
a«ptembcr 1985
Superfund
Record of Decision:
Helen Kramer, NJ
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TECHNICAL REPORT DATA
(Pteau rted Inunctions on the rtvtru btfort committing)
1. REPORT NO.
EPA/ROD/R02-85/020
3. RECIPIENT'S ACCESSION NO.
4. TITLE AND SUBTITLE
SUPERFUND -RECORD OF DECISION
Helen Kramer Landfill, NJ
8. REPORT DATE
September 27, 1985
«. PERFORMING ORGANIZATION CODE
7. AUTMOR(S)
I. PERFORMING ORGANIZATION REPORT NO.
9. PERFORMING ORGANIZATION NAME AND ADDRESS
10. PROGRAM ELEMENT NO.
11. CONTRACT/GRANT NO.
12. SPONSORING AGENCY NAME AND ADDRESS
U.S. Environmental Protection Agency
401 M Street, S.W.
Washington, D.C. 20460
13. TYPE OF REPORT AND PERIOD COVERED
Final ROD Report
14. SPONSORING AGENCY CODE
800/00
19. SUPPLEMENTARY NOTES
ie. ABSTRACT
Helen Kramer Landfill it located in Mantua Township, Gloucester
County, New Jersey. The site encompasses a 66-acre refuse area and an 11-
acre stressed area between the refuse and Edwards Run which is located imme-
diately east of the landfill. The Helen Kramer Landfill site was originally
operated as a sand and gravel pit. The site became an operating landfill
between 1963 and 1965, during which time landfill ing occurred simultaneously
with sand excavation. In 1963, large volumes of wastes were deposited just
north of the south ravine. Ponds of standing liquid were also located
around the north ravine. Between 1963 and 1965, the fill was extended into
the south ravine, and the north ravine was filled and graded. Very little
is known about the landfill activities between 1965 and 1970. Throughout
1970 to 1981 it was alleged by area residents that sporadic chemical dumping
continued. The New Jersey Department of Environmental Protection files and
other reports indicate that materials containing hazardous substances were .
disposed of at the landfill during this period. Sampling conducted during
the RI showed that the underlying aquifer is heavily contaminated with .or-
ganic compounds including trichloroethanes, bensene, toluene, and phenols. •
Inorganic chemicals found in the ground water include arsenic, iron, and
magnesium. The aquifer is discharging into Edwards Run which is also
heavily contaminated with similar organics and inorganics.
17.
KEY WORDS ANO DOCUMENT ANALYSIS
DESCRIPTORS
b.lOENTIFIERS/OPEN ENDED TERMS C. COSATI Fkld/Ctoup
Record of Decision
Helen Kramer Landfill, NJ
Contaminated Media: air, gw, soil, sw,
wetlands
Key contaminants: arsenic, inorganics,
organics, phenols, toluene
It. DISTRIBUTION STATEMENT
21. NO. OF PAGES
120
19. SECURITY CLASS (Thi* Rtport)
None
30. SECURITY CLASS iThil pagtl
None
32. PRICE
I PA Pw» 2230-1 (••». 4-77) PMBVIOU* COITION is OSSOLCTB
-------
INSTRUCTIONS
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IS. ABSTRACT
Include a brief (200 nordi or Itn) facttal summary of the most %ignincant information contained in ilu- K-pon. it UK- n-|>..ii t^_ ^^.^
in •ilnia llii frjanaey HetaVfc»Btur«i-eti») wiU be >pei.it«. divtirHnc. arc* of human
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EPA Pm 2220-1 flUv.
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HELEN KRAMER LANDFILL, NJ
(Continued)
The cost-effective remedial actions selected for this tit* include:
construction of a ground water leachate collection trench, a clay cap, up-
gradient slurry wall, active gas collection and treatment system, and a se-
curity fence; dewatering, excavation, and filling of the leachate ponds and
lagoons; implementation of surface water controls; a monitoring program; and
collection and treatment of ground water/leachate from the trench (treatment
preference is pretreatment and discharge to the POTW). The estimated capi-
tal cost for this remedy with pretreatment of the ground water/leachate is
$36,478,000 and with complete onsite treatment is $38,089,000. OSM costs
vary over the 30-year life of the remedy. First year OSM costs are pro-
jected to be $1,047,900 for pretreatment and $792,100 for complete onsite
treatment.
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RECORD OF DECISION
REMEDIAL ALTERNATIVE SELECTION
Site
Helen Kramer Landfill, Mantua Township, New Jersey
Documents Reviewed
I am basing my decision on the following documents describing
the analysis of cost-effectiveness of Remedial Alternatives
for the Helen Kramer Landfill site:
- Remedial Investigation Report and Feasibility Study
of Alternatives, Helen Kramer Landfill, R.E. Wright
Associates, July 1985
- Staff summaries and recommendations for remedial
alternative selection
.- Responsiveness Summary for the Helen Kramer site
Description of Selected Remedy
- Construction of a groundwater/leachate collection trench
- Construction of a clay cap over the site
- Construction of an upgradient slurry wall
- Construction of an active gas collection and treatment
system
- Dewatering, excavation, and filling of the leachate ponds
and lagoons
-Construction of a security fence surrounding the site and
work areas
- Implementation of surface water controls which are necessary
to properly construct or implement and ensure the reliability
of the other remedial components
- Implementation of a monitoring program to assess the
effectiveness and reliability of the remedial action
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-2-
>tT9mitt**iK*: fif qroinnriiaiff"r/i^*'**y»tj> from the
trench. The treatment preference for collected leachate is
pretreatment and discharge to the POTW. Implementation is
pending approval of the State of New Jersey and the local
POTW. If such approval is not provided, complete treatment
on-site will be implemented followed by discharge to local
surface waters.
-ft iia tifffr>iMnf*f •« .^onQu&cwd .-too <^QBU£J£ .£faie cont in tied
effectiveness of the remedy.
Declarations
Consistent with the Comprehensive Environmental Response,
Compensation, and Liability Act of 1980 (CERCLA), and the
national Ail *ad Aad&cdous &tf>,vt*nc*8 /7irfttlnQitn~y Plan
XFfi JRar£ 3&£* ,Aiad upoTAuant to ££&
14-5, I have determined that the remedy described above is
the cost-effective remedial action alternative for the Helen
Kramer Landfill site.
It is hereby determined that implementation of this remedial
action is the lowest cost alternative that is technologically
feasible and reliable, and which effectively mitigates and
minimizes damages to and provides adequate protection of
public health, welfare and the environment. It is also
hereby determined that the selected remedy is appropriate
when balanced against the availability of Trust Fund monies
for we art ''Ottocr <* •< ites .
The State of New Jersey has been consulted and agrees with
the selected remedy.
,t
\7 7/
. Daggett
Date Christopher J.' Daggl
Regional Administrator
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Helen Kramer Landfill Site
Summary of Remedial Alternative Selection
SITE LOCATION AND DESCRIPTION
The Helen Kramer Landfill is located in Mantua Township,
Gloucester County, New Jersey, approximately five miles south
of Woodbury, New Jersey. The approximate latitude and
longitude of the site are 39' 36' 45" north and 75* 12' 15"
west, respectively (see Figure 1-1). The site is bounded on
the north by Jessups Mill Road, the east by Edwards Run, the
south by Boody Mill Road, and the west by Leave Road. The
site encompasses a 66-acre refuse area and an 11-acre stressed
area between the refuse and Edwards Run.
Centre City, the nearest residential community, is 1,200
feet east of the site. The Town of Mantua is 1.4 miles
northeast of the site.
The landfill is dominated by a major north-south ridge
approximately 1,500 feet in length with greater than 100-foot
relief (see Figure 1-2). In the southern portion of the
site, the ridge turns to the southeast and maintains an
elevation of 80 to 90 feet above Edwards Run for a distance
of about 600 feet. The ridge is characterized by randomly
placed, uncompacted, and uncovered refuse, with numerous
longitudinal settlement cracks which vent methane and steam.
The western side of the landfill is moderately sloped with
surface grades averaging less than 5 percent and rarely
exceeding 10 percent. Leave Road is an access road which
parallels the western boundary of the refuse zone.
The western boundary of the site is formed by a row of trees
and brush and an open trench, approximately 2 feet deep,
constructed to "cut-off" gas migration.
The northern boundary of the landfill is the Kramer homestead
and the north ravine. The north ravine contains two converging
rivulets which emerge from the fill at its toe and combine on
the floodplain of Edwards Run. Dead vegetation, iron staining,
a dark brown foamy leachate, and foul odor are present in
this area.
Edwards Run is located immediately east of the landfill in a
relatively low-lying and well entrenched stream valley.
Edwards Run essentially forms the eastern boundary of the
landfill. Steep escarpments form both sides of the stream
valley. Edwards Run was primarily used for recreation and
irrigation. Hidden Acres Township Park lies along Edwards
Run about 4000 feet downstream of the site. Edwards Run
flows into Mantua Creek 2.8 miles downstream of the site.
Mantua Creek is a tributary to the Delaware River.
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1-2
74°
40°-
MAP: MOOinCO MOM OWCMS ANO MINANO, ItTt
FIGURE l-l
LOCATION MAP
IT. G.
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-2-
South ^crf ;'itiJw unut tli '.-rwvxne , '&.es!Chxte v.teiwnstes.1 *f TORI
points • "elwng the lendf ili*<* -efttrtern slope. The soil rn -the
area of these leachate discharges exhibits a greenish to dark
brown discoloration. The vegetation in this area is stressed.
The gradient of the northeast facing slopes of the landfill
in this area is about 20 to 30 percent and has an elevation
change of 70 feet.
A two to three-acre pond caTle'd the """north lagoon11 contains
from one to two million gallons of water and is located in
the northeast corner of the site. Leachate from the landfill
accumulates in this pond and is ultimately discharged through
the pond's north end and bottom into Edwards Run.
The eastern slope of the landfill is long and steep. A 15 to
20 percent grade produces elevation changes along the slope
of up to 100 feet. Snaerous leachate «eep» appear at various
elevations along the base of the slope. Flow in these seeps
may be a function of elevation since lower seeps exhibit
greater flows. A man-made dike across the base of the landfill
extends along Edwards Run from the north lagoon to about mid-
site. This dike is contructed of sandy soil and has numerous
breaches, through which leachate discharges to Edwards Run.
Two leachate collection ponds are located midway along the
base of the eastern slope. These ponds were constructed in
order to capture and recirculate leachate back onto the
landfill. One pond is approximately two to three feet deep
aad a* .About '«?ea,- It i« lined with a
^ypaloa nfmhrane «hlcfa A« ^ora -•&& nmaecwts places. There is
no apparent inlet to this pond from the site. South of the
lined pond are numerous seeps which drain into an adjacent
unlined pond of approximately 1,200 square feet in area.
This smaller pond is formed behind the dike, but discharges
to Edwards Run through a breach.
Numerous leachate seeps exist south of the leachate collection
m dlsutiicc .of at least
500 feet. Tbeae eeeps ^cnerally -appear «t *efrevattoTi 3D -feet
mean sea level (msl) and drain into shallow gullies which
flow across the sandy base of the eastern slope. These
leachate flows generally discharge directly into a wetland to
the east, although some of the flow re-percolates into the
ground before entering the wetland.
The wetland (about three acres) is located east-southeast of
"the center of the landfill. It receives a large proportion
of the leachate which migrates from the landfill. Vegetation
is extremely stressed and the soil is stained by leachate.
The wetland discharges primarily from its north end into
Edwards Run approximately 200 feet south of the leachate
collection ponds.
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LEOEND
41 eecunco MKU.IM
t t «cnonunia«tnw«»«-»,«-T.»4.t»
NUS-HELEN KRAMER
LANDFILL
SURFICIAL FEATURES
•KVL
t-es
FIGURE 1-2
6r. •. wrigM naodfAM, hie.
MrM»Tiii»n«l ••malUim
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-3-
Further south along the eastern side is the south ravine.
This feature is a topographic depression in the surface
contour which intersects the center ridge at its bending
point toward the south lobe. The south ravine exhibits steep
natural sides sloped at greater than 50 percent. Prior to
being landfilled, this gully was a major runoff swale. Today,
flow persists in the ravine at typical discharge rates of 30
to 50 gallons per minute. Numerous leachate seeps enter the
ravine from both sides. Leachate from the south ravine enters
the wetland where it is combined with flows from other seeps.
A few empty or crushed drums are in the south ravine, and
buried drums are visible in the wall head of the ravine. The
accessible drums were inspected and are empty. Much of the
vegetation on these slopes is severely stressed.
The south lobe rises from the Edwards Run Valley very steeply
with a natural slope of greater than 50 percent. The wetland
forms the south lobe's northeastern boundary and Edwards Run
skirts its southeast margin. Leachate seeps occur at the
base of the slope and discharge directly into Edwards Run.
Off site to the southeast of the south lobe is a large wetland
area. Some evidence of leachate staining was observed in
this area along its border with the south lobe. However, the
staining rapidly disappeared with distance from the landfill.
The southeastern border of the site is formed by a wooded
area. Two dirt roads run through these woods, and recent
refuse dumping has occurred at the ends of these access roads.
Three house trailers (two occupied) are located south of the
landfill off of Boody Mill Road. Boody Mill Road is an
infrequently traveled dirt road which is essentially the
southern border of the landfill, and is little used by anyone
other than local residents.
SITE HISTORY
Waste Disposal and Enforcement
The Helen Kramer Landfill site was originally operated as a
sand and gravel pit. The site became an operating landfill
between 1963 and 1965, during which time landfilling occurred
simultaneously with sand excavation. In 1963, large volumes
of wastes were deposited just north of the south ravine.
Ponds of standing liquid were then located around the north
ravine. Between 1963 and 1965, the fill was extended into the
south ravine, and the north ravine was filled and graded.
Very little is known about Helen Kramer Landfill activities
between 1965 and 1970.
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-4-
In 1970, as a result of the enactment of the New Jersey Solid
Waste Management Act, the site operator (Mr. Marvin Jonas)
was issued a temporary 1-year registration by the NJDEP, and
was given until July 1f 1971 to submit a sanitary landfill
design required for permanent registration. Several months
prior to the July V, 1971 deadline, Mr. Jonas informed the
SJXXSP that operation of tb* landfill was the responsibility
of Helen Kramer, owner of the property on which the "landfill
is located. The required landfill design was not submitted
until July of 1973, and both it and subsequent revisions
submitted in January and March of 1974 were determined to be
incomplete by the NJDEP.
In October 1973, NJDEP inspections noted that trenches were
,bei
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-5-
Hearings on the revocation of the landfill registration
continued until early 1981. On March 3, 1981, a Gloucester
County Court ordered the landfill to cease operation effective
March 7, 1981. The premise for the court-ordered closure
was that the landfill had exceeded its permitted elevations
and capacity.
Throughout the period from 1974 to 1981 it was alleged by
area residents that sporadic chemical dumping continued.
NJDEP files and other reports indicate materials containing
hazardous substances were also disposed of at the landfill
during that period.
Previous Response' and Investigation Activities
During the summer and fall of 1981, several fires broke out
at the landfill. The NJDEP with the assistance of the local
fire department took action and extinguished all fires by
November 1981.
From 1974 to 1983, the Helen Kramer Landfill has been the
subject of numerous investigations and studies by local health
authorities, the NJDEP, EPA and its consultants, and by
Wehran Engineering Corporation (consultants for Helen Kramer).
However, all of these investigations and studies were limited
in their scope.
The results of the previous studies have determined:
- The Mt. Laurel/Wenonah Aquifer flowed from west to east
under the site.
- The Mt. Laurel/Wenonah was contaminated with organic and
inorganic pollutants in the area between the landfill and
Edwards Run.
- No residential wells were found to be impacted by the
landfill, except for one shallow well located within 20
feet of the refuse. This well was closed by the Gloucester
County Health Department.
- Edwards Run was contaminated with organic and inorganic
pollutants. Bioassay and Ames testing indicated Edwards
Run was both toxic to the test species (bioassay) and
mutagenic according to the ames test.
- Volatile organic compounds were found in the ambient air on
and near the site. The concentrations did not indicate any
imminent threat to nearby residents.
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-6-
Landfill gas, primarily methane, ires aerteete'Q Tttigrating to
the west in the unsaturated zone of the soil. No residential
dwellings were found to be impacted.
ENFORCEMENT
Ouoe ifif 19.81 and January of 1982, EPA sent out Information
betters por*n»at to Section 3007 of RCRA, 42 U.S .C .
S6927, to eleven (11) Potentially Responsible Parties tPRPs).
The PRPs included the owner (Mrs. Helen Kramer), as well as
several generators and transporters. The PRPs responded that
either they did not send hazardous waste to the Helen Kramer
Landfill or that waste was sent to the site without their
(generators) knowledge and/or authorization.
Letters to ronrUirt the JLL/FS were sent to eight (8)
oo Jlacch I£, 1S&3,. No PRPs responded to the notice
letters.
Notice Letters offering the opportunity to conduct the remedial
design and implementation of the proposed remedial action
were sent on September 6, 1985.
SITE GEOLOGY
Gloucester County, New Jersey, lies within the Coastal Plain
physiographic province of the Eastern United States. The
area is underlain by unconsolidated layers of sands and clays
deposited in a relatively •wtwmfii'v* twrirontal -»eqtteftce *?ith
a gentle southeastern iflirp.
The unconsolidated formations underlying the Kramer Landfill,
from the surface down, are; Mount Laurel/Wenonah, Marshalltown,
Englishtown, Woodbury, Merchantville, Magothy/Raritan. The
Edwards Run stream valley also contains recently deposited
alluvium (see Figure 4-1).
The B*l«m Zraaer Lanflfill aufl afl^acent areas are located
within an outcrop of the Houn t Xaurel ^Sartfl
Formation, which are mapped as a single undifferentiated
geologic unit in Gloucester County due to their similar
lithology (Hardt and Hilton, 1969). Hereafter, the Mount
Laurel/Wenonah will be referred to as the Mount Laurel.
The upper Mount Laurel Sand consists of light-gray to tan,
t-ff -rg+rtiffngral^* g"»f»« «••"* with slauconite.
The Mount Laurel ranges in thickness from 0 to £5 feet in
the immediate area of the site (see Figure 4-3). An ancient
Edwards Run removed Mount Laurel Sand to form the valley in
which the stream now resides. The quarrying and landfilling
operations stripped away an unknown quantity of the Mount
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J
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MOUNT
iluREL
-., "V
UNWFFERelltiATEO - -
MARSHALLtOWN
ENGLIBHfoWN
woottttfRY
MERCHANTVILLE
—UNCONFORMITY
MAG0THY
- UNDJFFEfeifrlATED —
RAflitAN
UNCONFORMITY •
WISSJUff&KON
(SUBSURFACE)
SAND.MEOIUM TO COARSE .OuJyOkJONITIC
SAND, FINE TO MEWUM.MICAbtbuS
SANDY SILT, AND FINE SA&6
TRACE CLAY. FOSSILIFEROUS| AND
GLAUCONITIC
SAND, MEDIUM TO COARSE, to|»E PEBBLES
TRACE SILT, GLAUCONITE tLAY
MICACEOUS SILTY CLAY, AND
FINE SAND
CLAY.OLAUCONITIC.SOME SANDY ZONES
CLAY.DARK COLORED AND SAND, LIGHT
COLORED (ALTERNATING)
CLAY AND SAND, VARIEGATED (ALTERNATING)
BANDED MICACEOUS SCHIST Off GNEISS
FROM HAMOT **0 HILTON, 1969
00-G4.T
2OO-S9.0
14 O- 29.8
120
iso-sdo
spoo-e^od
SITE SPECIFIC
HELEN KRAMER
FIGURE 4-1
STRATIGRAPHIC COLUMN
LANDFILL, MANTUA TWP.f
I
ro
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-7-
Laurel prior to disposal activities. The recent Edwards Run
alluvium is as much as 20 feet thick and is deposited in the
cut eroded through the Mount Laurel/Wenonah and partially
into the top of the Marshalltown.
The Marshalltown Formation underlies the Mount Laurel, and
is reported in the literature (Bardt and Hilton, 1969; Owens,
1969) to have a thickness of approximately 20 feet. A 20 to
55 foot thick unit was encountered in this investigation and
termed Marshalltown. The Marshalltown in the study area is
composed of medium to dark olive-gray fossiliferous and
micaceous very fine silty sand and sandy to clayey silt.
Six sub-units (members) of the Marshalltown were observed
and correlated under the site. These units in pairs composed
three distinct upward-coarsening sequences which varied from
silty sand or sandy silt containing clay in the basal member
to silty sand with traces of gravel in the top member. Each
boring encountered an average total of 15 feet of strata
containing clayey material in the Marshalltown. The Marshall-
town Formation is interpreted as continuous under the entire
site and serves as a leaky confining layer between the Mount
Laurel and the underlying Englishtown Formations.
The Englishtown Formation is a fine to coarse-grained quartzose,
sometimes massive cross-stratified sand unit with localized
thin tongues of silt in the southeast portion of the study
area. It is interpreted as being continuous under the site,
ranges in thickness between 15 and 30 feet, and exhibits a
moderate to high permeability;
The Englishtown Formation is underlain by the relatively imper-
meable Woodbury Clay and Merchantville Formations (combined
thickness of approximately 120 feet) which create an effective
barrier between the Englishtown and the Magothy and Raritan
Formations. Due to this barrier the Magothy and Raritan
Formations are not considered to be impacted by the site and
therefore were not extensively studied.
The Remedial Investigation concentrated on the Mount Laurel
and Englishtown Aquifers. The Mount Laurel Aquifer flows
east under the landfill and discharges to Edwards Run.
Since Edwards Run is a groundwater barrier to the Mount
Laurel, the groundwater (Mount Laurel) on the east side of
Edwards Run flows west and also discharges to the run. The
coefficient of permeability ranges from 9x10~4 to 2x10*2
cm/sec. The groundwater flow in the Mount Laurel/Wenonah
through the site area and discharging to Edwards Run is
approximately 80,000 gallons per day (gpd) or 55 gallons per
minute (gpm).
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-8-
monitoring *ells were screened in the Harshalltown formation
*J_nce it i» not oised as a water supply scarce- The coefficient
of permeability tends to decrease with depth and ranges from
1.92 X10'4 to 1.33x10~7 cm/sec with values of 5X10'7 cm/sec
or less in more than half of the samples.
Due to the piezometric heads in the Mount Laurel and the
English town, the vertical leakage from the Mount Laurel
•UuuuijU *ttoe -M*rs*mllto«ra ioto 4bhe £agli*fetovn
1» -wtiwrted r000 ^pd < 7 ~^P« ) - I« the
Run, the piezometric head of the Englishtown is greater than
that of the Mount Laurel or Edwards Run. Therefore, vertical
leakage is up from the Englishtown through the Marshalltown
into the Edwards Run stream valley at an estimated rate of
19,000 gpd (13 gpm)(see Figure 4-9).
The Englishtown Formation is a confined aquifer whose
'p^idOBMKtJi' ic 'S'ur luce *av '*B|ipi? cm ins teiy 1*0 ft* • e£io ve "the top "of
J±hc Wai Blialllown . -The ^'Bng Hshtown ^arows 'east nnder ^the
landfill and beyond Edwards Run. Because the Englishtown is
confined it appears unaffected by Edwards Run. The hydraulic
gradient across the site area and Edwards Run appears constant
and the coefficient of permeability ranges from 1.18 x 10~2
to 4.22x10-3 cm/sec. The flow under the site area is
approximately 101,000 gpd (70 gpm).
REMEDIAL INVESTIGATION ACTIVITIES AND RESULTS
Remedial Investigation Activities
The Remedial Investigation activities pertinent to the Remedial
Investigation and Feasibility Study (RI/FS) are summarized in:
"Draft Remedial Investigation Report and Feasibility Study of
Alternatives, Helen Kramer Landfill site, Mantua Township.
Gloucester County, Mew Jersey, R.E. Wright Associates Inc.,
July 1985.
JOJT, jTMreff 1 TMI t rf pvft^ i n 1 i pygff f J ga t"i on ff rf i p f 1t i PP In
- Air sampling, October 31 - November 2, 1983, by the NJDEP
- Bioassay and Ames testing. March and June 1981, and August
1984, USBPA Region II, Technical Support Branch
-part xrf -the -Rl/fSr • Treatability 6tody 'to- determine tbe
for tAe l«aciMit!e ita*
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Infiltration
Through
Downgradient
Affected Area
16,000 gpd
(11gpm)
Infiltration
Through Fill
93,000 gpd
(65gpm)
Total Discharge to Stream
I79,OOO gpd
(124 gpm)
Ml. Lanr»l/W»non9h\ 80,OOO gpd
Mortballlomn Format/at
Groundwater
IO,OOO gpd
7 gpm
I 1 • —T^ • -; "••>••• I. ••<
II Upward fGroundwater
I Leakage 119,000 apd
fnglitMoim Formation
Jr:::::;'ii -so
I20O I60O 2OOO
10 X VERTICAL EXAGGERATION
NUS-HELEN KRAMER
LANDFILL
CONCEPTUAL WATER BUDGET
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-9-
Results
The ^wSffltmi Iwvwtig«tion ha« determioed that .the Mount
Laurel 1J»qtrif«T '••*•' &e**ily contaminated (,«up to 4flfl ing /I total
volatile organics) with organic compounds including dichloro
and trichloro-ethanes and ethenes, benzene, toluene, xylenes,
ketones, and phenols. Inorganic chemicals found in high
levels in the Mount Laurel include arsenic, cobalt, iron,
magnesium, sodium, and calcium. Indicator parameters such as
total organic carbori XTTJCK "total vrgrotic bali
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LEGEND
MAUOW MT.UUMtL/WtMNAM
MONITMI
IM«
... IHTtMtOUTI MT. LWMX/
MCNONAM MON(TOMN WtU.
CNOUIMTOVm MOMTOIIIN* *tUL
MT.UIunL/WtNOlUN HOIOCNTIAL WILL
MOUNMATIN OlMlMMt Sttf
A *•<
MS M*mi
NUS-HELEN KRAMER
LANDFILL
REMEDIAL INVESTIGATION
SAMPLING LOCATIONS
•KVi
•MS
as
FIGURE I -3
tr. •.
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•UUM MT.UHML/KMHAN
MOHITMUM MLi.
JilUS-HELEN KRAMER
LANDFILL
MT.UUMU./WMMN KSMMTIAL «CLL
TOTAL QMtBICl C««/0 M MOUMDMTt«
no^AC
SCHEMATIC OF DISTRIBUTION OF
TOTAL ORGANIC CONTAMINANTS
IN THE MT. LAUREL/ WENONAH FM
-------
100
Ground Surf act
titgllsMetm
Pietomttric
Surface
EitgtiiMown Formation
•.V.V.-.V.V.V.V.V.V.V.VA-.V.V.VAy
' *'<*'* •'•>'* •'<'>'?'•'**?'! VtVT**YtVl
.V.V.V.V.V.V.V.V.V.V.V.V.V.I.V.V.V.-J
Ul
-80
400
800
1200 1600 2000
10 X VERTICAL EXAGGERATION
LEGEND
_-3»— HYDROOYNAMIC HEAD POTENTIAL
GROUNOWATER FLOW LINES
2400
2800
9200
3600
4000
-80
NUS-HELEN KRAMER
LANDFILL
CONCEPTUAL GROUNDWATER
FLOW DIAGRAM
i
ro
U r.®.
FIGURE 4-7
••Mb (•
•
conmilUnt*
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-10-
Two yrDTmOwatgr samples -were wiifegtcd- ^on -the same day from
X-4D (Englishtown). Both samples showed trans-1 ,2,dichloroethene
at 5.5 and 5.3 micro-grams per liter (ug/1). Two possible
explanations for this observation were discussed in the report.
One is that the analysis has detected the first signs of
contaminant leakage through the Marshalltown. The second
explanation is that cross-contamination from the Mount Laurel
to the Englishtxwra nay have occurred coring drilling operations.
No contaminants above background were detected in any of the
other wells in the Englishtown. Due to the inconsistencies in
the physical data and the different potential sources of the
chemicals detected the report concludes that the data is
insufficient to make any conclusions concerning the contamination
of the Englishtown Aquifer. The data, regardless of the
inconsistencies, does show a potential for the Englishtown
to be contaminated.
The flow velocity in the Englishtown is estimated to be 0.5
feet per day. The Englishtown aquifer is used as a residential
water supply (at least 2 homes) and possibly for irrigation
within one half mile downgradient. Monitoring wells in the
Englishtown located between the site and the residential wells
did not show any contamination. Assuming contaminants are
currently entering the Englishtown and based on the flow
velocity, it would take 7 months to reach a downgradient
monitoring well and over 4 years to reach the nearest
residential well.
Edwards Aon Je* -«i«o fc«*riiy contaminat/ed *ritfa «i«ilar organics
«nd imorganic* €o0nd in *the ground '--iwwfcer-r *l£haagb -at lower
concentration due to dilution in the stream. Edwards Run is
being- contaminated by both surface leachate seeps and under-
ground discharges. Previous bioassay and Ames testing of
the leachate entering Edwards Run (1981) showed the leachate
was both toxic.. and mutagenic respectively, to the test specimens.
Bioassay and Ames testing in 1984 showed similar results.
.^insnty— 'four houi .
-by the-WWr *trm October tl -to C^ept ember £ , *9« 3 . The
results showed significant concentrations of vinylidene
chloride (1,1, dichloroethene) , benzene, 1 ,2-dibromoethane,
and toluene. As part of EPA's health and safety monitoring
at the site, gross organic vapor analyses of the gases
discharging from natural vents in the landfill showed sporadic
levels of organic chemicals. The organic vapor concentrations
ranged frov 0 ppn to over 300 ppm during an attempt to drill
through the landfill .
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.
(l • . S
•\ v
HU5- HELEN KRAMER
LANDRLL
LANDFILL GAS STUDY
MANQONCO MI MOMTOMM WIU.
„,«—•— !NF|««0 LIMIT OF MTNANI
— HIWUTION
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-11-
Landfill gas migration, primarily methane, was investigated
using an organic vapor analyzer (OVA). This study indicated
landfill gas is migrated in the unsaturated zone of the Mount
Laurel formation about 200 feet to the west in the southern
end of the landfill. Figure 6-1 shows the approximate extent
of the gas migration. Landfill gases are also being discharged
to the atmosphere through natural vents or cracks in the
surface of the landfill. Methane concentrations at these
vents were found at explosive levels at the vent openings,
but the concentrations fell below explosive levels within a
few feet from the vent.
The remedial investigation also noted several areas of exposed
wastes with protruding sharp objects, steep slopes and rifts,
as well as cracks in the surface. These conditions present
physical hazards to anyone walking on the landfill.
Additional remedial investigations were concerned mainly with
the surface leachate. In order to determine the amount of
leachate being generated, several mathematical calculations
together with direct observations were used. The results are
graphically presented in Figure 4-9. The estimated average
annual flow of leachate to Edwards Run is 124 gpm (179,000
gpd). Flow through the Mount Laurel is 55 gpm and infiltration
from precipitation through the fill is 65 gpm. Infiltration
through the area between Edwards Run and the fill is 11 gpm
and leakage through the Marshalltown is 7 gpm. The average
leachate/groundwater contaminant concentrations were estimated
to be approximately 130 mg/1 total organics with a TOC of 236
mg/1, COD of 326 mg/1 and TOX of 8.2 mg/1. The average
estimated concentrations of inorganics included arsenic 0.06
mg/1, chromium 5.4 mg/1 (total), lead 0.197 mg/1, iron 300
mg/1 and nickel 5.4 mg/1.
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-12-
RISK ASSESSMENT
To assist in determining the impact of the landfill on the
public health and environment, a risk assessment was performed
for the conditions at the site. Where possible, relevant
standards were used to assess the impact of the site. In most
cases no standards exist and relevant or applicable criteria
and guidance must be used.
Relevant standards for air borne contaminants have been
developed for the work place. The ambient measured or
calculated concentration of air contaminants at the landfill
do not exceed the workplace standards. For some compounds
the work place Threshold Limit Value (TLV) has been used to
develop a guidance level for non-workplace exposure. The
concentrations of 1,1-Dichloroethene and toluene, at the site
exceed these guidance levels. The potential increased cancer
risk due to air-borne contaminants from the site is estimated
to be in excess of 1X1O"6 up to a distance of 5 miles from the
site.
Several of the maximum observed concentrations of contaminants
in Edwards Run also exceeded the water quality criteria for
surface water developed pursuant to the Clean Water Act. For
the inorganics, only nickel exceeds the guidance, and for the
organics, 7 of 18 exceeded the guidance. These include
chloroform, benzene, and several chlorinated ethenes. The
potential increased cancer risk for ingestion of Edwards Run
is estimated to be 3.5 X 10~3.
The NJDEP has developed preliminary discharge criteria for
the groundwater/leachate discharge from the site to Edwards
Run. These criteria can be used to help determine what could
be considered acceptable contaminant levels in the discharge.
The average concentrations of contaminants in the discharge
exceed twelve of the State's criteria, including benzene,
arsenic, BOD, COD and TOC.
In general, the leachate entering Edwards Run is considered
to have rendered the stream unusable for the designated uses
of an FW-2 non-trout surface water.
SCREENING OF REMEDIAL ACTION TECHNOLOGIES
Table 11-1 summarizes the problems and potential exposure
pathways identified during the remedial investigation. The
goal of the remedial action at The Helen Kramer Landfill is
to prevent or mitigate the migration of hazardous substances.
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-13-
A coaprefognslve list Of remedial -technologies applicable to
uncontrolled hazardous waste sites was evaluated. The
screening procedure evaluated the technological applicability
and constraints, the public health and environmental effects,
institutional constraints, and order of magnitude costs. The
results of the screening produced feasible remedial action
technologies that then were combined into remedial alternative
REMEDIAL ALTERNATIVE COMPONENTS
Security Fence
Installation of a security fence would control access to the
site and substantially reduce the hazard of direct contact
with waste materials. The fence would be 6 foot high chain
Groundwater/Leachate Collection Trench
One method to prevent leachate from entering Edwards Run
would be to install a groundwater/leachate collection trench
along the entire eastern border of the site. A trench would
be excavated down into the Narshalltown Formation. A
perforated PVC pipe would then be placed in the trench to
channel the leachate to a collection point. The trench could
then be backfilled with gravel and sealed to prevent surface
infiltration. The trench would be equipped with manholes for
maintenance and lift pumps to remove the leachate. The pumps
can also fce used to maintain a leachate level In rhe trench
that would minimize InYiTtratiOTi iitto the • -"trench -o-f rieati
surface water from Edwards Run. A downgradient slurry wall
could also be installed to prevent the surface water from
infiltrating into the trench. Another method, pumping wells,
was considered but was eliminated because the aquifer
characteristics prevent the wells from forming an effective
.cone of depression.
Opgrafliept Soil-Bent on ite Slorry Wall
A means to mitigate the release of hazardous substances to
Edwards Run and to mitigate the potential for contamination
of the Englishtown aquifer is to install an upgradient slurry
wall. The wall would substantially reduce the groundwater
flowing under the site in the Mount Laurel formation from
-••55.. ^p« -tee y+ppf oyiMf ] y 4
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-14-
The slurry wall would be constructed on the west, north, and
south sides of the landfill. The wall would be three feet
thick and extend from the ground surface down to and keyed
into the Marshalltown (about 60 feet on the west side). The
wall would be placed about 15 feet outside of the existing
waste deposition limit.
Surface Grading and Capping
Surface grading and capping would consist of filling areas of
the site with local borrow and grading the soil to a maximum
20% slope. The cap will serve to prevent direct contact with
the exposed waste, assist in gas emission control, eliminate
the steep slopes and rifts, and most importantly reduce the
amount of leachate generated by promoting runoff of
precipitation, rather than percolation.
The reduction in percolation is dependent primarily on the
material which composes the cap. Three capping technologies
were evaluated, including: a RCRA cap composed of clay,
synthetic liner, and soil; a clay cap composed of clay and
soil; and a soil cap only.
The RCRA cap was eliminated in the initial screening for
technical feasibility reasons. Recommended slopes for RCRA
caps range from 3 to 5%. With slopes at the site of 20%, the
material placed on the synthetic liner (drainage layer and
topsoil) would have a high potential for slope failure, and
therefore the RCRA cap was considered unreliable. In addition,
the expected differential settling of the landfill could rip
the liner and substantially reduce the effectiveness of the
cap. Identifying and repairing these rips would be a signif-
icant maintenance problem.
Different capping'materials were evaluated using EPA's HELP
model. A clay cap would be expected to reduce percolation
through the fill from 65 gpm currently to 0.5 gpm, a 99.2%
reduction. The slopes are not expected to adversely affect
the clay cap. Differential settlement would also affect the
clay cap, but maintenance of the clay cap would not be as
significant as the RCRA cap.
A soil cap would be expected to reduce percolation by 46% to
35 gpm. Maintenance from differential settlement would be
less than both the RCRA and clay caps and would be significantly
less in capital costs than the other two caps.
The clay cap would consist of a variable thickness of local
borrow on the waste, one foot of gravel for gas venting,
two feet of clay (10"7 cm/sec permeability), a one foot sand
drainage layer, eighteen inches of local borrow and six inches
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-15-
soil cap consists of the same material •a's the clay cap,
except for the clay. In the alternatives that contain a
groundwater/leachate collection system and/or an upgradient
slurry wall, the cap is envisioned to extend from the refuse
limit to the additional component.
This remedial alternative component would be implemented in
conjunction with the leachate collection trench. Once
collected the leachate would require treatment prior to
ultimate discharge to a surface water body. Several treatment
technologies were evaluated. Based on the characteristics of
the leachate, the following technologies were considered
feasible for treatment of the leachate:
* JElow .eg u al i za 1 1 on - A basic designed to store peak
flows which allow the treatment system to operate
at a constant flow for more effective treatment,
and for storage during maintenance shut-downs.
* Precipitation, Flocculation and Sedimentation- These
technologies remove suspended solids and soluble
heavy metals. It involves the addition of lime or
caustic to raise the PB to about 8.0 to precipitate
most of the heavy metals. Anionic .polymers are then
added to flocculate and agglomerate suspended solids.
These processes are followed by sedimentation in a
clarif ier y ^to ^aepai at* ttae precipitates £&OB the
waste -water.
* Air stripping- The air stripping effectively removes
volatile organic compounds from the leachate. This
technique for removing these compounds was retained
over activated carbon adsorption due to its lower
cost with. comparable, but less efficiency. The
process involves passing air through a packed column
of fcigfcly poroos m*ai» arid pewslng v'Tttoe l&aBCtomXx
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-16-
If this pretreatment component is not implementable, either
technically or institutionally, the treatment process would
continue in order to obtain an effluent quality suitable for
direct discharge to Edwards Run. This component will be the
full treatment option and is expected to involve the following
additional treatment methods:
" Activated sludge - Biological treatment could be
used to remove a large portion of the remaining
organic contaminants from the leachate. Activated
sludge was chosen over other biological treatments
due to its adaptability to fluctuating loadings.
The basic activated sludge process involves degrading
the organic contaminants with microorganisms. The
system is aerated to provide oxygen for the process.
The aeration tank is followed by a final clarifier to
separate the sludge containing the microorganisms
from the leachate (waste water). A portion of the
sludge is then recirculated back to the aeration
tank and the waste water continues in the treatment
system.
* Filtration - the two part filtration process serves
to "polish" the waste water to remove any residual
suspended solids and organic chemicals. The first
filter, a dual media filter, will remove any suspended
solids not removed by the final clarifier primarily
to prevent clogging in the second, activated carbon,
filter. Preventing clogging in the carbon filter
improves its effectiveness. The carbon filter would
remove any trace organic chemicals remaining.
" Chlorination - This treatment step could be utlized
to disinfect the waste water if necessary.
The Treatability Study currently under review will more
specifically define the necessary treatment units.
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-17-
iGas OeneratiiOtt/lli^ratioo and Treatment
In order to prevent off-site underground migration of landfill
gas (primarily methane) and to control the release of landfill
gas through the landfill surface, two types of gas controls
were evaluated and retained. Gas control is also an integral
part of the landfill cap. If uncontrolled , the pressure from
the gas could cause cracks in the cap, adversely affect the
of m cl»y r*pf wnd trcre«»« lateral migration
off -si te . The -part 'ftrw *t '*tfce qtite*. «i«o indicate fcfae need
for gas control.
A passive gas ventilation system utilizes the gravel layer in
the cap to channel the gas to the vents. Approximately 1,200
vents would be placed on a 50 square foot grid system. The
vents would be 4 inch PVC pipes placed through the cap and
perforated from the gravel layer down to the waste. The
vents wotiia extend to above 'ground level , The *ent« «ay &ave
to oe equipped wi'th some "type *of ""treatment , -depend ing on the
concentrations and constituents of the gases being vented.
Active gas ventilation would utilize the gravel layer in the
cap with 88 vents through the cap on a 200 foot grid. The
vents would be perforated from the gravel layer down to
the waste. The vents would be connected by a header pipe on
the ground surface and be equipped with flexible joints to
avoid breakage from differential settling. The header system
would be connected to blowers, which would withdraw the gas
and in turn force the gas into a gas treatment system.
The levels «f grass organic vapors periodically found in the
landfill gas indicate a strong potential for the gas to contain
significant quantities of volatile organics. Based on other
air analyses there is a potential for these volatile organics
to cause off site cancer risks greater than 1X1 0~6. The gas
treatment system would consist of vapor phase carbon units to
remove volatile organic chemicals, followed by methane flaring.
b. -bo>th •ystosas *alXow fox proper ventilation of the
•gwes, '••'tto-i*et!fc«*':39M mymfcem would provide the greatest
assurance against the possibility of fires recurring at the
site. Due to the methane hazard, an active gas ventilation
system was recommended during construction of the cap. The
short-term active gas system could then be easily integrated
into the long-tern system.
Hew Jersey vHegclmtloprB reqoit e.v an ^active
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-18-
Excavation
Excavation is considered to be a very effective technology to
mitigate the continued generation of leachate. The disadvantages
of excavation at this site include: a significant safety hazard
to the workers and the surrounding population, the lack of
sufficient capacity in existing secure landfills for disposal
of approximately. 2 million cubic yards of waste, and the high
cost of that disposal. This technology was, however, retained
to be used in conjunction with the alternative to be developed
to comply with EPA guidance concerning off-site treatment
storage and disposal.
Construction of an On-Site RCRA Facility
This component involves construction of a secure hazardous
waste landfill adjacent to the site that conforms to the
regulations promulgated under the Resource Conservation and
Recovery Act (RCRA). This RCRA landfill would serve as the
disposal facility of the waste excavated. It would involve
construction of three individual cells with double liners and
RCRA caps.
A groundwater collection and treatment system would be
installed to collect and treat the leachate during excavation,
and remove any residual contamination from the soil after
excavation. The treatment plant would then be available to
treat any leachate that would be collected by the double
liner system in the RCRA facility.
This component has an extremely high cost as well as significant
safety problems associated with excavation.
Lagoon Dewatering and Excavation
This component involves remediation of the north lagoon and
the two leachate collection ponds. The lagoons contain
approximately 1.52 million gallons of leachate and an estimated
2400 yd3 of highly contaminated soil/sediment. The soil
would be placed on the landfill under the cap. The leachate
would be disposed of at a nearby «25 mi.) permitted treatment
facility or recirculated through the fill and then collected
and treated by the leachate collection trench and treatment
system. The lagoon would then be filled with local borrow.
Surface Water Controls
The surface water controls are an integral part of the landfill
cap. This component consists of storm water runoff controls,
to protect the cap from erosion and promote runoff, and
relocating approximately 600 feet of Edwards Run near the
south lobe of the landfill.
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The storm water runoff controls would involve a series of
channel* on the cop to direct the ranoff to retention basins,
which discharge to nearby surface waters. The retention
basins store the water to allow for a controlled discharge
which helps protect erosion at the receiving stream.
The relocation of Edwards Run is necessary in order to extend
the cap out to achieve the desired slope. A 600 foot long
r*ff Run nv*f thf *<*»**» lobe "ill
•••* new jstreaa *•**« •»•? .about WO feet ;east of
the existing channel.
These controls utilize established construction technologies
and are relatively easily implementable and reliable. Relocating
Edwards Run would most likely require compliance with state
stream encroachment regulations.
»«afcer Supply
This component would essentially eliminate the low potential
for residential wells to become contaminated. It involves
either drilling new wells to the unthreatened Raritan Magothy
Aquifer and/or extending municipal water supply mains from
east Greenwich Township down Jessups Mill and Boody Mill Road
into Mantua Township. The water mains currently extend to
the township border adjacent to the site.
Monitoring
This component would involve quarterly monitoring of six
existing and one new shallow wells* two existing and 4 new
deep wells, two surface water locations, and air samples
upwind, onsite, and downwind.
REMEDIAL ALTERNATIVES
The Remedial Alternative components were combined to form
remedial action alternatives in five categories to comply with
EPA guidance. Outlined below are the remedial alternatives
developed for the cost-effective analysis.
Alternative 11 (No Action)
'Security Pence .
'Monitoring
-
'RCRA Landfill adjacent to site
'Excavation and Disposal in the On-Site RCRA Landfill
'Groundwater/Leachate Collection and Treatment
'Dewater, Excavate and Pill Lagoons
'Security Pence
•*«ooitoriog
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Alternative 13
"Clay Cap
"Groundwater/Leachate Collection Trench and Treatment
- Pretreatment
- Complete Treatment
'Passive Gas Ventilation
'Dewater, Excavate, and Fill Lagoons
"Surface Water Controls
'Security Pence
'Monitoring
Alternative 14
'Clay Cap
"Groundwater/Leachate Collection Trench and Treatment
- Pretreatment
- Complete Treatment
'Active Gas Ventilation
'Upgradient Slurry Wall
*Dewater, Excavate/ and Fill Lagoons
"Surface Water Controls
'Security Fence
'Monitoring
Alternative ISA
•Clay Cap
'Passive Gas Ventilation
'Opgradient Slurry Wall
'Dewater, Excavate, and Fill Lagoons
'Surface Water Controls
'Security Fence
"Monitoring
Alternative I5B
'Soil Cap
'Groundwater/Leacnate Collection Trench and Treatment
- Pretreatment
- Complete Treatment
•Opgradient Slurry Wall
'Passive Gas Ventilation
'Dewater, Excavate, and Pill Lagoons
'Surface Water Controls
'Security Fence
'Monitoring
Alternative ISC
'Clay Cap
'Passive Gas Ventilation
"Dewatcr, Excavate, and Fill Lagoons
'Surface Water Controls
'Security Fence
'Monitoring
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-21-
Alternative t5D
'Soil Cap
*Gi oundwatiei'/iLc'aehate Coliection Txench .and ..Treatment
- Complete Treatment
'Passive Gas Ventilation
'Dewater, Excavate, and Fill Lagoons
'Surface Water Controls
'Security Pence
'Monitoring
Alternative ~f SB
'Alternate Water Supply
EVALUATION OF ALTERNATIVES
The National Oil and Hazardous Substances Contingency Plan
(NCP) 40 CFR Part 300 Subpart F dictates a detailed evaluation
of the alternatives.
•The detailed analysis evaluates each alternative according to
its:
- Performance (effectiveness), reliability and implementability
- Institutional Constraints/Issues
- Any Adverse Environmental or Health Effects
- Cost
Each alternative was evaluated and compared on the factors
listed above. The evaluation is summarized below:
Alternative f l£ This alternative would not be at all effective
in preventing or mitigating the release of hazardous substances
to the environment. The adverse risk to public health and
the environment would continue and the violations of existing
regulations, guidance, and criteria would continue. This
Alternative is easily implementable and has the least estimated
present worth cost of $1,271,000.
423 Ikis t*lterjxatiae .has the greatest present
-wortft -co*t^*t $137»3aJ9kr0flO. It requires excavation of the
entire landfill and the construction of a secure landfill
(RCRA) adjacent to the site. The excavation of the landfill
has severe potential adverse impacts to the workers on site
and to the surrounding residents. The unknown location and
nature of the material buried in the landfill would require
extensive safety precautions. These precautions still may
not prevent explov&on* w Ttrpiad qreiacttac* *ol fraeacdou*
-"from contact "by fteavy equipment with dram* or jpither conta i ners
containing explosive, flammable or reactive waste. Exposing
more solid wastes during excavation would increase the uncon-
trolled release of landfill gases and would be expected to
increase the risk to residents from air-borne contaminants.
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-22-
A means to reduce the adverse impacts of excavation would be
to limit the area of excavation so that any releases can be
properly managed. Although this is implementable it substan-
tially increases the time to implement the remedial action.
The time to construct the secure landfill would also be
extensive compared to the other alternatives, conservatively
estimated at twice as long as the other alternatives. The
institutional constraints of building a RCRA disposal facility
in a residential area would be substantial and could add
additional time for implementation. When fully implemented
this alternative would provide the most effective remedy.
Alternative 13t This alternative involves a clay cap; groundwater/
leachate collection and treatment; passive gas ventilation;
along with lagoon'remediation; surface water controls; security
fence and monitoring.
This alternative would reduce the amount of leachate emanating
from the site by 60%, from 124 gpm to approximately 50 gpm
annualized flow. The groundwater/leachate collection trench
substantially reduces the discharge of the leachate to Edwards
Run to a negligible amount and almost eliminates the risk
associated with ingestion and dermal contact with Edwards
Run. These two components also substantially reduce the
direct contact and vapor inhalation hazards posed by the
exposed waste and leachate on the site. The clay cap and
passive gas ventilation system would effectively control the
release of landfill gases, but the elevated risks to nearby
residents associated with the airborne release of these gases
from the vents would not be mitigated. The subsurface migration
of gases off-site would be expected to be eliminated.
With the installation of the clay cap, the piezometric head
in the Mount Laurel would be lower in response to the lack of
recharge through the site area. The water table would lower
and is estimated to reach an equilibrium about 8.5 feet lower
than its present stage. This would result in a reduction in
the potential for contamination of the Englishtown Aquifer
due to the decrease in the vertical hydraulic gradient. The
clay cap's effect on the vertical gradient would not be
sufficient to reverse the downward flow. The vertical flow
gradient currently reverses at a point along the eastern edge
of the site (Figure 1, Point A). At this point, the piezometric
surface of the water table equals the piezometric surface of
the Englishtown. This point is where the net vertical flow
changes from down through the Marshalltown and into the
Englishtown to up into the Marshalltown. The clay cap would
only shift the point about 200 feet west, (point B) and thus
would only slightly reduce the potential for contamination of
the Englishtown.
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IPO
1200 " 1600 ' 2000
10 X VERTICAL EXAOOERATION
JWoo
2800
B200
WO
'80
400Q
~SZ.._
LEGEND
LEVEL PRIOR TO CAPPING
WATgRJLEVEL AFTER CAPPING METHOD 2
' WATER LEVEL AFTER CAPPING METHOD 1
• . • - R. ; fT ..... . ... '.. ._
' EMGLISHTOUN PIEZOMETRIC SURFACE
NUS-HfLEN KRAMER
LANDFILL
'DLB
*5Atf
SCHEMATi;
MT. LAUR L/WENONAH
BEFO CANOAFTEf
SECTION!
WATEIf TABLE
AND AFTER
JXJ
H7-I5-55
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-23-
The surface water controls are necessary for all the alternatives
that have a cap (Alternatives 3,4,5A through D). Relocating
Edwards Run is necessary in order to have space to construct
the cap and trench. The other surface water controls reduce
erosion and infiltration which subsequently improves the
reliability and effectiveness as well as lowering the maintenance
costs of the cap.
The security fence, applicable to all alternatives (except 5E),
controls access and reduces the potential for vandalism and
trespassing. This helps to keep maintenance costs down and
reduces the risk of exposure to the gases concentrated from
the passive gas vent system.
Monitoring is necessary for all the alternatives (except 5E)
in order to determine the effectiveness of the remedial action
and to help determine the long term reliability. Monitoring
would also be an institutional requirement under federal and
state regulations.
Dewatering, excavating, and filling the lagoons (lagoon
remediation) is common to alternatives 3,4,5A through D.
Dewatering the leachate collection ponds is a prerequisite to
filling them in order to attain the slopes for the cap.
Primarily because the north lagoon is not over and waste and
for ease of construction of the cap and collection trench,
the cap and trench are not envisioned to extend over the
north lagoon. However, because of the high concentration of
contaminants and the volume of material, the north lagoon is
considered to present risks similar to that posed by the
leachate and Edwards Run. Remediation of the north lagoon is
considered essential to achieve the overall effectiveness of
a source containment remedial action.
The potential adverse impacts associated with the implementation
of Alternative 3 primarily deal with worker exposure during
excavation of the collection trench. Proper safety precautions
should eliminate these impacts. Another safety factor to
be considered is the potential for igniting the methane
being released through the cracks in the landfill. Heavy
equipment needed for the installation of the cap, has the
potential to be an ignition source for the methane. This
potential hazard exists on the site currently from tresspassing
vehicles and appears to be a risk that is inherent to capping
any landfill. Safety precautions such as spark arresters and
active gas collection during construction, can reduce, but not
eliminate this potential.
The institutional constraints that may affect Alternative
3 include; state permit requirements for the treatment plant
discharges, both air and water, and stream encroachment;
-------
-24-
utilization of adjacent properties that are not part of the
site, primarily for installation of the surface water controls
and the security fence; not adhering to state regulation/
guidance for off-site methane migration; any local ordinances
for construction projects.
As oreviously discussed, when off-site migration of methane
is found above 25% of the LEL, an active gas collection system
may be required under the state regulations. The NJDEP
methane migration study of 1981 indicated off-site concen-
trations greater than 100% LEL. The methane migration study
in the remedial investigation found levels approaching but
not exceeding 25% LEL. The earlier study might be used in
the State's determination on the applicability of the regulation.
This alternative would not satisfy that requirement, if
imposed. It is also anticipated that the passive gas venting
system would have to conform to state air pollution discharge
criteria.
The extent of groundwater treatment is independent of the
other components of this alternative. The determination of
which treatment system would be needed is dependent on the
results of the Treatability Study and subsequent approval by
the state and local authorities.
For this alternative the design flow, which is estimated based
on a 1.3 factor of safety multiplication of the maximum
estimated annualized flow (150 gpm), is 200 gpm initially,
and 125 gpm after implementation. The 125 gpm is expected to
continue for the 30 year design life of the alternative. The
design flows were rounded up to the nearest 25 gpm for costing
purposes.
The estimated present worth costs for this alternative are
$35,975,000 for complete treatment and $35,875,000 for
pretreatment.
Alternative 14; This alternative includes a clay cap; ground-
water /leachate collection and treatment; active gas ventilation
and treatment; an upgradient slurry wall; dewater, excavate
and fill lagoons; surface water controls; security fence; and
monitoring.
Alternative 4 differs from Alternatives 3 in that it includes
an upgradient slurry wall and an active gas ventilation and
treatment system. These components improve the overall
effectiveness of the action by substantially reducing the
amount of leachate generated and the release of landfill
gases to the ambient air. Another difference is the clay cap
is extended from the refuse limits to the slurry wall in
order to make an effective containment system.
-------
-25-
The upgradient -slurry wall would accomplish two benefits.
One is that it reduces the groundwater flow through the Mount
Laurel from 55 gpm to 4 gpm. This reduction in flow along
with the reduction in percolation from the clay cap would
reduce the flow into the collection trench from 124 gpm
(179,000 gpd) to about 15 gpm (21,500 gpd). This represents
an 88% reduction in the leachate requiring treatment. The
other benefit to. the slurry wall, in combination with the
clay cap, is that by lowering the water table under the site
the vertical hydraulic gradient would reverse from down to
the Englishtown to up to the Mount Laurel (see Figure 2).
Other factors, aside from flow direction such as diffusion,
effect contaminant migration. However, the flow direction is
the predominant factor in contaminant migration. Reversing
the flow would not absolutely eliminate the potential for
contamination of the Englishtown, but it does provide the
maximum reduction of the potential for contamination, except
for complete excavation.
The active gas ventilation and treatment system is more
effective in controlling the gas and reducing the hazards it
poses than the passive system. The treatment of the gases
would substantially reduces the risk to the residents from
air borne contaminants over the passive system.
No adverse effects are anticipated during construction of the
slurry wall or the active gas ventilation and treatment
system. Proper safety precautions would be needed if a short
term active gas system is utilized during construction of the
cap. Adverse effects from the other components are the same
as Alternative 3.
The institutional constraints are similar, except for the gas
venting system, to Alternative 3, and are not expected to
impede implementation of this Alternative. The state require-
ment for active gas collection would be satisfied under this
Alternative.
The flow estimates used for costing purposes for this alternative
were estimated to decrease exponentially with time. The initial
design flow is estimated to be 200 gpm, then decreasing to 90
gpm the first year after implementation and then to 15 gpm at
10 years. The minimum flow of 15 gpm would then be expected
to continue for the life of the alternative. With the flow
substantially reduced, it may be possible to discontinue the
treatment system, saving significant OtM costs.
The discussion in Alternative 3 on other components (surface
water controls; dewater, excavate, and fill lagoons; security
fence; and monitoring), would apply to Alternative 4. The
present worth cost estimates for this Alternative are
$41,647,000 for complete treatment and $40,398,000 for pre-
treatmeht.
-------
100
8O
J
3
m
UJ
UJ
40
20
0
O -20
£
UJ -4O
bl
-6O
Ground Surfot*
CaglitMomn Formation
hSsW;«;«!
_BO[mmmmmm
•400
BOO
1200 I6OO 2OOO
10 X VERTICAL EXAGGERATION
LEGEND
24OO
2BOO
:*:*:*:*x*x*:*:~^
/.vv.vAv.v.v.v.v.-.v.vr.-.v.v.-.T.v.v.v.il _eo
too
80
60
40
20
0
UJ
O
00
UJ
UJ
-20 O
-40
-60
UJ
UJ
3200
3600
4OOO
-AUREL/WENONAH AFTER
-v ENGUSHTOWN PIEZOMETRIC SURFACE
NUS-HELEN KRAMER
LANDFILL
SCHEMATIC CROSS-SECTION SHOWING
MT. LAUREL/WENONAH WATER TABLE
BEFORE AND AFTER CAPPING 8 SLURRY WALL
bib
•7-25-65
r. ®. wright associates, fenxs.
••rlh r««ourc«* con«ult«'nl!i '
-------
-26-
Alternatiye ISAt This alternative includes a clay cap; passive
gas ventilation; an upgradient slurry wall; dewater, excavate,
and fill lagoons; surface water controls; security fence; and
monitoring.
This alternative does not contain a groundwater/leachate
collection or treatment system. This alternative would
mitigate the release of hazardous substances to the environment
by reducing the quantity of leachate generated. As previously
discussed in Alternative 4, the leachate flow would decrease
from the initial annualized flow of 124 gpm to t5 gpm over a
ten year period.
This alternative would allow the the continued uncontrolled
discharge of leachate to Edwards Run at a lower rate than the
current discharge. In an effort to attempt to quantify the
health and environmental impacts from the continued discharge
of leachate to Edwards Run, it was assumed that the health
risks decrease proportionally with the flow. This would
result in the potential increased cancer risk for ingestion
of Edwards Run water to drop to 2.8X10~4 within ten years
after installation of the action. This risk is still
considerably higher than the generally accepted 1X10~6 risk.
The above assumption is not as easily applied to the environmental
effects. Many of the preliminary discharge criteria parameters
are not flow dependent and the concentration of contaminants
in the leachate may not be flow dependent.
The mechanisms for formation of leachate would change after
implementation of this alternative. An increasingly
significant portion of the leachate would be predominantly
clean Englishtown water discharging into the Mount Laurel due
to a vertical gradient reversal created by the slurry wall.
This would tend to dilute the contaminants. Conversely, the
lack of a significant amount of clean water entering the site
in the Mount Laurel from the west, that could be diluting the
leachate now, would not be present after construction of the
slurry wall and therefore, that dilution would no longer be
available. The concentrations could then be expected to
increase. Also the amount of percolation through the fill
currently could be diluting pure contaminants or it could be
the mechanism that "flushes" the waste, releasing contaminants.
After implementation of the alternative, higher concentrations
of contaminants may flow undiluted into Edwards Run or may not
be released at all from the waste, although the flow is expected
to decrease significantly.
Due to the currently unknown degree of variability of the
contaminant concentrations in the leachate, a reasonable
quantification of the environmental effects of Alternative 5A
cannot be made and the assumption for the health risk decrease
may not be valid. A reasonable subjective estimation would be
that the contaminant concentration would not meet the non-flow
-------
-21-
dependent criteria. The environmental effect on the stream
•«ad the potential health threat after the minimum flow of
15 jgpi is Achieved (10 year*} could be negligible if the
leachate discharged uniformly over the + 3000 ft. contact
with Edwards Ron and did not channel itself to discrete
dicharge points.
The discussions of the other components to this alternative
are the sane as those discussed in Alternative 3.
•«c«eiia»ticd. fvmment. sMorth cost jfoc Al±«rn*ti*5e vSA is
$36,347,000.
Alternative I5B: This alternative includes? a groundwater
collection and treatment system; soil cap; upgradient slurry
wall; passive gas ventilation; dewater,excavate, and fill
lagoons; surface water controls; security fence; and monitoring.
*him ml-tvraati^e differ* from Alteraatiwe *4 in that it utilizes
-a *soii «ap «wd paoeive •'•*§«* *eo>fu This Alternative
has the lower cost soil cap to reduce, but not eliminate,
percolation through the refuse. Leachate flow to the collection
and treatment system would be expected to be reduced by 60%
from 124 gpm to 50 gpn (annualized flow). By continuing to
allow some percolation through the fill, it is felt that this
may enhance the stabilization of the waste and "flush" the
contaminants from the -refuse into the collection and the
treatment system, yet still removing the direct contact
hazard.
With the installation of the slurry wall, the only significant
•oorce of water for lemc&ate generation would be rainfall.
The irregularity of rainfall may present some operational
problems with the treatment system. Large peak flows would
be encountered after heavy rains. Groundwater levels in the
eastern side of the landfill rose significantly during and
shortly after a rain storm of one inch. Within two days
after the storm, the water level returned to approximately its
original level. This indicates that the landfill is saturated
amount ^ jcain that percolates into the fill causes a
of iMchiitff to be discharged from the fill.
Based on this observation, the peak daily flow in the
treatment system could be 116 gpm. Conversely, during winter
months when percolation is essentially zero, the flow in the
system would only be 15 gpm from leakage through the slurry
wall and up from the Englishtown. The flow range for the
treatment system could range between 15 gpm to 116 gpm. A
eooid fee 4e*4gaed £0 hand],* .this range ,
•possibly wiag «recyde loops* and
treatment technologies that do not require a minimum flow in
order to operate effectively. It is technically feasible to
effectively treat this wide flow range, but it would be more
operation intensive than constant flow treatment systems and
therefore the reliability is less than the other clay cap
-alternatives .
-------
-28-
Also because, of. the sporadic nature of the rainfall the
piezometric head under the fill cannot be calculated. Therefore
the vertical hydraulic gradients between the Mount Laurel and
the Englishtown cannot be calculated. The effect of this
alternative on the potential for contamination of the Englishtown
is expected to be reduced over Alternative 3 but would be
a greater potential than Alternatives 4 or 5A.
The discussion in Alternative 3 for the passive gas ventilation
system would be the sane as this alternative. The adverse
effects during construction and the institutional constraints
would also be the same.
The estimated present worth costs for Alternative SB are
$35,324,000 for complete treatment and $34,317,000 for
pretreatment.
Alternative ISC: This alternative includes; clay cap; passive
gas ventilation system; dewater, excavate, and fill lagoons;
security fence and monitoring.
This alternative is the same as Alternative 5A except that it
does not include ah upgradient slurry wall. Not installing
an upgradient slurry wall results in, a similiar potential
risk to the Englishtown as discussed in Alternative 3. The
lack of a groundwater collection and treatment system would
? resent greater risks and institutional constraints discussed
n Alternative 5A with respect to the leachate discharge to
Edwards Run. The passive gas ventilation system, lagoon
remediation, security fence and- monitor ing would have the
same risks, benefits, and institutional constraints discussed
in Alternative 3. ;~ . .'•-:•. ;'••'. : - --•• ,
..--3~ •*-•:.; .' : . r--'r.T-- -*f . ••::-,:-:
Th« benefit to this alternative over Alternatives 3 and 5 A is
' * ipw«r pr«senfe~w&ctjt!i« .
.
Alternative/fSDt "This Alternative includes? a soil cap;
g roundwater/leachate collection and treatment, system; passive
gas ventilation system; dewater, excavate, and fill lagoons;
security fence and monitoring.
This alternative is the same as Alternative SB except that it
does not contain an upgradient slurry wall. This results in a
potential risk for contamination of the Englishtown greater
than all alternatives except the II (no action) and 5E.
The flow in the leachate treatment system would be sporadic,
as discussed in Alternative SB, but would range from 50 gpm to
176 gpm with an annualized flow of 85 gpm. This range would
be expected to present the same technical and operations
problems discussed for Alternative SB.
-------
-29-
The risks, benefits, and constraints associated with the
passive gms ventilation system, lagoon remediation, security
fence, and monitoring would be the sane as those discussed in
Alternative 3.
The estimated present worth costs for Alternative 5D are
$30,195,000 for complete treatment and $30,476,000 for
pretreatment.
Alternative SSs Sbis iHtccnative is only a management of
migration remedial action. It involves connecting fourteen
homes with wells along Jessups Mill and Boody Mill Roads to
a municipal water supply. This action would eliminate the
potential for private well contamination from the site. It
would not mitigate any other risks and hazards associated with
the site.
' nn
The alternative evaluation above discussed the effectiveness
of the remedial alternatives. Another factor in selecting a
remedial action is cost. Table 13-3 shows the estimated
capital, annual operation and maintenance (O&N), and present
worth cost for each alternative. The capital costs include
indirect costs of 15% for engineering and design, 5% for
administrative and legal costs, and 25% contingency. Present
worth costs were calculated at a 10% discount rate over a 30
year period with all the capital costs incurred at year zero.
Alternatives 1 , 2, and 5E contain, for the most part, unique
temedijtl alternative components. However, Alternatives
3,4/SA tin uuyli D cuin.al"n the same 'basic components of B cap ,
lagoon remediation, security fence, and monitoring, but vary
with respect to the material in the cap, groundwater leachate
collection system, an upgradient slurry wall, and the gas
collection system*. A discussion on the costs of these
components follows in order to weigh the individual costs of
the components with their effectiveness which was previously
discussed.
"To estimate the cost ol the '•clay* cap versus the soil (no
clay) cap. Alternatives SB and 4 can be compared since the
only difference is the cap material. The present worth cost
of Alternative SB (with complete treatment) is $35,323,700
and the present worth cost for Alternative 4 (with complete
treatment) is $41,647,000. This indicates the clay addition
to the cap l^prtffpff th? present worth cost ,hy ££,,323*3400 or
l«%- The capital iTfrfl O£M costs of Alternatives 4 and SB are
$3,558,000 and $4,103,000. This indicates that adding clay
to the cap reduces the capitalized 06M costs by $545,000 or
13%.
-------
TJkBLE
Table 13-3
•Renedial Alternatives
Cost Canary end Comparison
Alternative
1. No ACtiOB
2. Hew *CM landfill
3. Achieve Federal Standards1
a) With Complete Treatment
b) with Fretreatment
4. Bxceed Federal Standarda
a) With Complete Treatment
b) with Fretreataent
_
Capital Coat
rSl.OOO) ¥««r
233 1-30
132,4*4 1
2
3
4
5
f
7-30
30,114 1
2-30
28.503 1
2-30
36.099 1
2
3
4-3
6—9
10
11-19
20
21-29
30
3«,478 1
2
3
. . - 4-3'. -.
6—9
10
11-19..
30
21-29
30
Coat
(fl.OOO)
109.1
1,229.1
963.4
•80. C
•64.4
441.:
•33.1
233.4
789.4
•03.1
1,045.
733.
792.
321.
412.
344.
296.
311.
286.
301.
286.
301.
1.047.
•21.
447.
361.
296.
311.
286.
301.
286.
301.
O t M
Capitalised*
Cant. (11. 000)
1,036.0
1.117.
797.
310.
453.
403.
357.
1.183.
717 .6
3,143.6
930.2
4,421.3
720.1
431.1
309.8
449.3
383.8
120.1
436.4
44.6
243.3
17.3
932.4
313.7
336.1
.471.5
392.4
120.1
636.4
44.8
243.3
17.3
Freaent worth*
(61.000)
1.271.0
137,309.2
33,973.4
35,674.7
41,647.0
40.398.4
i
!
3. Achiert CAM lot Mot
All Federal Standarda
a) cap • ilarry
b) *No day* cap. Slurry
Wall, Treatment -,.
34,366
188.9 1,780.8 , , 36,346.6
i) With Ciomplew Treatmeiet :??„
.' : ' •;i--»;. :•--,_;*' ~ ~! iV--:_ -,./•?£•:.,
.". -SizJj. ,^:. ',' :*•-.•;.;£.• -.'tW*
^ - . • ^-'.' ' . '. ' : •' • i •-•-.' ^r.
- :-;._v.;>: ••_•-•• " *.- ' '.
ii) wit* tfiVreatment
- w 33* _"
-_-.- ~ ;;,'"• . - '
J: j!>.
•-'"-.
c) Cap
d) "mo a ay* Cap, Treatment
i) With Complete Treatment
ii) With Fretreatment
e) Citend Public water Supply
Optional
1. Bovnoradient Slurry Wall
2. Irrigation of Treated
effluent
Miajojl
'
29,«07
27.133
23,902
22.290
389
737
381
• • * „.,. J »
"'.'.- "„* . • % ~-~~~
• ' J " '*' . *°"
4-3 '..-..->*
•-10 :
11-30
1
2
3
4-3
•-10
11-30.
1-30
1
2-30
1
2-30
1-30
1-30
1-30
-'"• 1I5*
^tesl
369.
361.
1.040.
709.
329.
440.
396.
386.
188.!
783.4
•34.1
i,04i.:
649.1
109.1
0
•9.9
'"^"^^.^•'H^1^ "3***2l*i^m
: C^J-'Si*P' - -*%•- Si~^- '*^'t-^
' r* "sails 'y^":'. ' „ :J-5
•70.7- •*&* •• - ----^
1.187.9 -. ." .- , ,
946.3 34,316.9
386.7
396.1
374.3
934.3
1,270.0
» 1,780.6 26,933.8
1 714.0 30.194.2
1 3.378.2
1 946.6 30,473.8
> 7.239.2
» 1,036.0 1,623.0
•; - " •
0 737.0
1
-------
-30-.
Addition of th« «lurry wall la approximately 53 ,928 ,000 .
The addition of the slurry wall lowers the capitalized O&M
costs by $2,338,000 or 40% from $5,896,000 (no wall) to
$3,558,000 (with a wall). If at some time prior to 30 years
the leachate no longer requires treatment, due to the low
flow, the treatment system will no longer be needed and the
O&M savings would increase.
«*«oc t a toed with the addition of the
leachate collection and treatment system can be illustrated
by comparing Alternatives 3 and 5C. The addition of the
collection and treatment system (designed for 288,000 gpd)
increases the present worth costs by $7,041,600 and $6,940,900
for complete and pretreatment, respectively. As shown in
Table 13-3 the annual O&M cost for the treatment system are
flow dependent and therefore vary for each alternative. Of
the gfrtet littliLvg* -that
-------
-31-
attended. Copies of the draft feasibility study and
notification^of the public meeting were sent to local offic-
ials, other interested parties, and document repositories for
public review. EPA officials and their consultant discussed
the remedial alternatives and responded to the concerns and
questions raised to the public.
The public comment period on the RI/FS beganJuly 22, 1985
and extended through August 12, 1985. A Responsiveness
Summary addressing the concerns and comments received at the
August 18t public meeting and during the comment period is
attached to this document.
RECOMMENDED ALTERNATIVE '"•• .
According to the CFR Part 300.68 (J), cost-effective is
described as the lowest cost alternative that is technically
feasible and reliable and which effectively.mitigates and
minimizes damages to and provides adequate protection of
public health, welfare, and the environment. A cost comparison
of the remedial alternatives is presented in Table 13-3. The
evaluation of the remedial alternatives leads to the conclusion
that Alternative 14 is the appropriate cost-effective
alternative (see figure 12-13).; 4^ •*"--;•:'• ,-;•&"-••
Alternative 14 Includes:- -;,-''' " ^^^v- '•-••':'---: •""*'•• ;.;:- "*"
'Groundwater/Leachate Collection and Treatment
•Clay Cap
* Opg rad i ent Slu r ry Wi
'"f ^i^gfP^
• 'SecuritNn-:^-'- • :"'./; ,: •"• • .-,-. "iXA^- ••>.
This alternative effectively mitigates all the current and
potential adverse public health and environmental impacts
caused by the release of hazardous substances at the site.
The groundwater/leachate collection and treatment system
substantially reduces the discharge of hazardous substances
to Edwards Run. The clay cap and upgradient slurry wall
reduce the potential for contamination of the English town
Aquifer, the amount of leachate which is generated and the
amount to be treated to the extent practicable. The active
gas collection and. treatment system is needed to fully mitigate
the potential air contamination and reliably control landfill
gases.
-------
PRE TREATMENT
CONNECTION
GCUA
(OR)
-EXISTING LEACHATE LABOONS
DEWATERCO, EXCAVATED
AND FILLED
LEGEND
(MW)
«oo
400'
•*a*fct<*i*«T
I POOT OAT CAP
tnpor cunr CtfjMTH
»HL
NUS-HELEN KRAMER
LANDRLL
UHKLER, MATUSKY
AND 8KCU.T
i«•i>i111
ALTERNATIVE 4
EXCCEO FEDERAL STANDARDS
-------
-32-
AlternativeM (no action) and 5E (extend water lines) do not
effectively: mitigate the adverse impacts caused by the site.
Alternative 12, (new RCRA landfill), is considered to be cost
prohibitive and presents a substantial safety hazard during
implementation. Of Alternative 3,4,5A through D, Alternative
*4 is the only alternative that effectively mitigates the
adverse impacts through all the potential pathways of exposure.
Alternative 4 currently has two treatment options for the
groundwater/leachate, complete treatment on site and discharge
to Edwards Run, and on-site pretreatment and discharge to the
Gloucester County Utilities Authority Wastewater Treatment
Plant. The need for leachate collection and treatment has
been established, the extent of the on-site treatment is
independent of the evaluation of the alternatives in this
Record of Decision. The extent of on-site treatment is
dependent on the Treatability Study and the institutional
constraints established by the state and local authorities.
Open completion of the Treatability Study and based on the
Treatability Study the Region will determine the least cost
treatment option. Then working with the state and local
authorities the Region will evaluate the treatment option
with respects to the institutional constraints..,. The decision
on which treatment system, is implemented will be determined.
by the least present worth cost .treatment option that is
environmentally .acceptable and implementable.
Because of the substantial flow decrease with time.for
Alternative 4> it may be-possible to rent a number of package
treatment plants instead of building.a plant:on site. This
should lower the capital cost of the.treatment plant
significantly.
COMPLIANCE KIM OTHBR BKVIROHHERTAL LAWS
The recommended alternative, *4, i* envisioned to be implemented,
constructed and operated in fall compliance with all applicable
existing environmental statutes with the'exceptions discussed
below.
'Floodplain* and- wetlands
The preliminary conceptual plans for the recommended remedial
alternative indicate that components of the action are within
a designated 100 year floodplain. The work is affected by
Executive Order (EO) 11988 - Floodplain Management, and the
recommended alternative will comply with EO 11988. To ensure
compliance with EO 11988, an evaluation of the conceptual
plans will be performed during the design phase to determine
what actions, if any, are needed to protect the components from
-------
-33-
flooding mnoV If the uuuipumeiiLs -adversely <&£f«ct tike f loodplain
II the plans ^ftrr ±tre «lt^rnwtiT« tSt> w>t cowply, the de«ign
will be modified in order to comply with EO 11988. At this
time, there appears to be sufficient flexibility in the
conceptual plans so that compliance with EO 11988 would be
technically feasible and would not significantly affect the
environmental benefits or. estimated cost of the recommended
Alternative.
The impacts of the site currently/ anC the iecumnieuded
alternative are also believed to be affected by Executive
Order 11990 - Protection of Wetlands. The area adjacent to
the site appears to conform to the regulatory definition of a
wetland. It appears that approximately three acres of wet-
lands are currently adversely affect by the site. Severly
stressed vegetation is present in the wetlands near the south
The recommended remedial action would prevent any "farther
contamination of these wetlands. The area should recover
naturally. The cap is expected to intrude into the wetlands
and cover approximately one acre. The design will attempt to
minimize the encroachment to the extent feasible. The overall
effect of the remedial action is beneficial to the wetlands
by restoring two acres. Another six acres of wetlands is
located south of the landfill and appears to only be impacted
in a small area where the southern tip of the landfill meets
the edge of the wetlands. The only contamination observed in
this area is visual iron staining, The recommended action
vonlfl fce expected to "eii«ifl*t« fortber .r/mt ami nation without
enciuaeirtng 'on
*RCRA Subtitle C, 40 CFR Part 264
The clay cap in the recommended alternative is believed to be
in compliance with the criteria listed in CFR 264.310 (a).
However , RCRA guidance documents for design of a final landfill
cover include a 20 mil synthetic liner placed above the clay
mid b»l«w itte wmd Ormtemge lay* i «. *• -
it is cormHterea letamfccttlly impracticable to include a
synthetic liner in the cap of the recommended alternative.
The RCRA guidance recommends a slope of 3-5% for final cover.
In order to conform to the recommended slope an estimated
3.77 million cubic yards of fill would be needed to bring the
existing slopes op to 5%. This is almost twice the estimated
volume of the waste at the site. The cost and time to excavate,
iml* md recoBpmct th* 7111 treolid toe prbtel'bltlve vnd
impracticable. Prom an environmental perspective *tee 3CRA
final cover would almost eliminate the wetland area adjacent
to the site since the cap would have to be extended over this
area. The RCRA cap would necessitate relocating Edwards Run
to a new channel on the other side of the valley or installing
,a .culvert under the cap*
-------
-34-
In accordance with current CBRCLA/RCRA Guidance, the clay
cap in the recommended alternative was evaluated using the
HELP model developed for evaluating final cover. The model
estimates the leakage through the clay cover would be 700
gpd. This represents a 99.2% reduction in percolation through
the fill. The RCRA recommended cap could achieve a 1001
reduction in percolation assuming the liner remains intact
and is not affected by differential settling. The increased
reduction of 0.8% is not considered to be a significant
improvement when weighed against the adverse technical
considerations.
The installation of a RCRA recommended final cover at the
Helen Kramer Landfill Site is considered technically impract-
icable for the reasons discussed above. The RCRA cap would
significantly adversely affect the wetlands adjacent to the
site and therefore may present further unacceptable environ-
mental impacts.
OPERABLE UNITS
There are no operable units anticipated for the recommended
alternative. Implementation of this alternative is expected
to be the final remedy for this site.
It is possible to implement some of the remedial components
independent of each other. For example, the slurry wall and
collection trench can be implemented independent of each
other and then be followed with cap installation. The sequence
of construction of the recommended alternative components
will be evaluated during design. If feasible, it would be
desirable to phase the construction to allow for phasing of
the funding.
A significant cost .pavings may be realized by utilizing small
"package* treatment units instead of building a permanent
treatment plant to handle the high initial flow. As the flow
decreases with time the modules of the package units can be
removed. Xt~may also be possible to discontinue on-site
treatment when the flow stabilizes and discharge directly to
the POTW. Utilization of modular 'package* treatment
systems will be considered during design.
As a means to reduce the impacts of differential settling on
the cap maintenance, phasing the installation of the cap and
monitoring of the settling of the cap should be evaluated in
the design phase.
Operation t Maintenance
All the remedial components of the recommended alternative
require operation and/or maintenance to varying degrees,
except the lagoon remediation.
-------
-35-
FOTOR2
Additional Studies
It is anticipated that additional investigations and/or
studies nay be necessary in order to properly design the
selected remedy. These may include, but are not limited to;
pilot studies for the components of the on-site treatment
'-^K^M^ ^MA^B^ '
TPT •PTC
and aaaitlonil gas testing for sizing the treatment
Schedule Date
- Final Record of Decision September 1985
- Obligate design funds Pending CERCLA
Reauthorization
- Amend State Super fund Contract "September IWS
- Continue Responsible Party Search Ongoing
- Initiate design Pending CERCLA
Reauthorization
- Complete design Pending Funding
Reauthorization
-------
REMEDIAL INVESTIGATION/FEASIBILITY STUDY
RESPONSIVENESS SUMMARY FOR THE
HELEN KRAMER LANDFILL SITE
MANTUA TOWNSHIP. NEW JERSEY
BASED ON COMMENTS FROM
PUBLIC MEETING OF
AUGUST 1. 1985
Topic: Health Concerns
Issue: Are any wells 1n the landfill area used for the Irrigation of
crops?
Response: A farmer living west of the landfill had a fire well that was
Installed to provide water to extinguish previous fires. He then
turned this well Into an Irrigation well. We tested that well
very early on and 1t 1s clean. It 1s a deep well.
Issue: Are you going to be testing our wells?
Response: No* there will be testing of EPA monitoring wells as part of the
design and monitoring program that we will be developing. We do
not like to use residential wells as monitoring wells. Our wells
will detect any contamination before 1t reaches any private
wel1s.
Issue: You took these air samples 1n April or May when the wind was
blowing at least 30 miles per hour. I saw you people doing this.
And when you took your air samples, you shouldn't have even been
there. The wind was blowing like hell. Now 1s when you should
be taking air samples, on an evening like tonight.
Response: We took air samples—actually, the State of New Jersey took air
samples—In September. He continually took air samples as part
of our health and safety program. Every day we were out there,
somebody was taking air samples.
Issue: I'm telling you right now that when a gentle east wind 1s
blowing, my house 1s not fit to live 1n. You can't tell me that
you're sure that I'm not being polluted from that afr coming out
of that dump.
Response: There 1s no 1 rimed late threat from the landfill.
Issue: What happens 1f I die two years from now? You're still going to
tell me that there 1s no Immediate threat, right?
Response: From the data we have to date, there 1s no Immediate threat.
-------
Issue:
Response:
Issue:
Response:
Issue:
Response:
Topic:
Issue:
"Response:
Issue:
You cannot tell "me this for sure.
The hydrogen sulfide and the mercaptans that you smell—and they-
do smell terrible—are at levels far below anything that is
«0oc44e*ed Mrs&il. Jiou I*jn aot 41s4xutiixg the .odor problem, and
&*ao* ;tt'< xtemrijgtet putrid Aut those toapounds that cause that
odor are not harmful.
I am not talking about just the methane. I'm talking about other
things that went Into that dump that I've seen.
The other chemicals that we are finding have been detected in low
?p*m v*r"trtlttoii'.mi flte. ^ost-wf the **-'p«r'-Jirf-M10it, ge**i' tlly thousands *f
times greater. And those levels (that we detected) disperse
rapidly as you get farther away from the site. There is still a
risk associated with those chemicals being emitted and that risk
was evaluated in the study.
As part of the remediation plan, there will be gas collection and
venting. The gas will be destroyed. The threshold limit values
Tor those paTvaeters, r vs we stated ewrtter, fire a thousand "tines
higher than the concentrations that -we mwuietl"irtrHe ••••=** *ere
right on the landfill. And those threshold limit values are
established for a continuous concentration (that's a thousand
tines higher than we measured) for an eight hour period everyday
that you're 1n the working place. And what is happening on the
landfill 1s that we have a measured concentration a thousand
tines less than the threshold limit value with no continuous
concentration because of the change in wind direction, velocity,
and so forth. There 1s no Immediate threat.
You're telling me that there is no danger from the air 1n the
fendfiU?
Off of the landfill there 1s an Increased risk from the gases
coning out of the landfill.
Technical Considerations
•
Has there. been any thought given concerning the feasibility of
recovering the nethane?
it,
primarily because our initial concern 1s to gather 1t and destroy
the hazardous chemicals. However, we will reconsider the
possibility of recovering the gas.
Do you have any Idea regarding the possibility or danger of
.additional seepage of contaminants into the groundwater during
the 3D years of this project?
-------
Response: We first have to actually choose the alternative. There is the
potential for contaminants to migrate into the groundwater which
flows underground. However, an aquitard, which we talked about-
earlier, slows everything down; it takes a number of years for
. water to get through. We are talking a number of years down the
road for the potential for this to happen - that is, before we
might possibly detect contamination 1n our monitoring wells on
the other side of Edwards Run. We would not anticipate any vast
amount of contamination coming out of the landfill or any offsite
migration in the groundwater after Implementation of the proposed
remedy.
Issue: Is the Kramer Landfill still ranked 13 in the nation?
Response: The ranking does not change after the study. We do not rerank the
sites afterwards. A ranking of 3 does not mean that this site 1s
the third worst site in the country. It means that on the forms
and on the criteria that we used to evaluate the site, it scored
relative to the others at the top. The criteria used are based
on potential. The original potential at this site was for
contamination of municipal wells over a mile away. That's the
extent to which we evaluate the potential hazard of each site in
order to get them ranked. Where It's located on the 11st doesn't
matter for funding. EPA's perspective is that if it's on the
11st, it 1s eligible for CERCLA funding. People have used the
ranking as an attempt to show toxldty. It 1s not meant to do
that. It 1s an evaluation of a potential problem and is based on
the amount of hazardous waste suspected of being there. The fact
that It's on the 11st 1s all that really matters.
Issue: What you have found is, by some stupid quirk of luck, a landfill
located in what you are calling a safe area. Your study
Indicates that it is not going to go anywhere, that the fumes
aren't going to hurt anybody, and that it is not going to damage
the water supply or environment.
Response: We didn't say It was not capable of moving. We said that the
rate at which It would move would be extremely slow. The EPA 1s
concerned with both public health and the environment. The
public health potential risks from this site are considered low
. relative to other sites. The environmental damage caused by the
site Is substantial. This plan will protect both the public
health and the environment. There 1s a danger for somebody to go
on that site and 1t 1s mainly a physical hazard. As far as the
air emissions are concerned, they can change. The one's we do
have Indicate that there 1s a potential threat from a
constant/lifelong exposure to those chemicals. That tells us
that we should evaluate the potential risk associated down the
road. First, though, let's evaluate 1t. The risk 1s not acute;
1t 1s long-term chronic.
-------
Issue:
Response:
Are yott
to facUide the people tn «
Issue:
Response:
Issue:
Response:
Issue:
public health study? You should start studying the people now to
see 1f there are any changes between now and the future.
He found nothing to Indicate any Immediate hazard that would
require « study. There 1s ncttttng;-to- study, ftre you tsttng why
shouldn't we be taking studies of the "peopte "to-we -ft -ttwre 1s
an effect on them? The answer 1s because we are going to be
remediating the site and eliminating the current contaminant
pathways of exposure.
You say you are going to, but that landfill can sit there and
Jthat!!* A.stance • *e taia. Jtau Jon't know how 1t Is really going
-------
Issue:
Response:
Issue:
Response:
Issue:
Response:
Issue:
Response:
Do you have an alternative that you prefer over the others?
We are leaning toward certain alternatives. Tentatively, we are
leaning toward capping the site and Installing a pumping and
collection/treatment system. We are strongly considering an
upgradient slurry wall as well.
I think something that has not been brought up here 1s that none
of the recommended alternatives are going to be a quick-fix
solution. This pumping and collection/treatment system that we
are proposing may go on for as many as 30 years.
Can't we have the consultant's recommendation—now?
tell us, please, what 1t 1s?
Could he
His recommendation 1s listed 1n the back of the fact sheet. The
recommendation Includes the cap (of the landfill), the
groundwater pumping and collection system, and the
dewatering/excavation of the lagoon.
Because we do not have the treatablHty study complete yet, we do
not know at this time, on a cost basis, whether the clay 1n a cap
would be more feasible to keep the water from flowing down
through the fill or an upgradient slurry wall, which would keep
water from flowing under the fill. Since we are still studying
all the Information that we are obtaining, we do not know quite
how to cost the alternative or choose one as a remedy. We're
really not 1n a position yet to say or recommend that "yes," we
need clay 1n the cap in order to keep the leachate generation
down or that we need the wall. We're close (to selecting an
alternative),-and we are working on 1t. The treatablHty study
1s ongoing; we're taking a look at some other considerations and
will be determining 1n the near future the remedy for this site.
When would one of the plans be accomplished.
before Its done?
How many years
The next step 1s design, and that design will actually give us
the construction schedule. Right now, we're assuming It 1-s a 12-
month design period, so we're talking roughly a year until
construction gets going.
So you have no cost evaluations?
Yes, we have estimated the capital costs, but we don't have an
Implementation schedule because we haven't actually completed a
design of the alternative.
-------
Issue:
Issue:
Issue:
Issue:
Response:
Issue:
Response:
Issue:
Response:
Response:
Issue:
So 1t will take you a year to design 1t. Out of the air,
approxlnately how long would 1t take to Incorporate this design.
Into the grant?
TMr 1s a fi6-acre landf 1TL :There 1s going to ie * lot of earth
moving to cover that area with clay. I don't think that 1t 1s
unlikely that just putting the clay cover on 1t will be a 2-year
construction project.
And that's the end of the project when you put the clay cover on.
Jhe«e *333
-------
half million dollars later you don't know a damn thing more than
we knew a year ago.
Response: We know, a great deal more. We've done a lot of tests. We know a
lot more about the hydrogeology, and we have a recommended plan
of where we are going.
Issue: I expected you to tell me just exactly how you were going to
clean up this place.
Response: We're here to ask you what you want us to do.
Issue: I would like to see the landfill covered. I'll tell you why. I
have a farm there that 1s worth absolutely nothing with this
landfill the way 1t is right now. I want to sell this farm and
nobody will begin to look at 1t with the landfill nearby.
Response: The site will be capped.
Issue: You're so sure you'll get funding for this? The last I heard, 1t
was all tied up in red tape.
Response: This 1s the last year of the 5 years of Superfund. It 1s the
authority of Congress to tax for and appropriate more money. The
current law expires 1n October. Actually there are several bills
in Congress being debated right now.
Topic: Legal Issues
Issue: Tell me this. Is there a State law which governs closing a
landfill? Does that State law say that within a certain time
that landfill has to be covered?
Response: Yes.
Issue: Okay, and how do you guys get around this?
Response: We're not responsible for the landfill. There are closure
. requirements under the State law. But It's not our site yet.
The Kramer's would be the responsible people under that law to
close the "site.
Issue: And how are they getting away with that?
Response: They are essentially broke. They do not have the capability to
do 1t. Helen Kramer herself has declared bankruptcy.
Issue: Mrs. Kramer told me that she has money 1n an escrow account that
she paid to somebody during the life of the landfill. How much
money 1s there and where 1s 1t?
Response: My name 1s Dave Paley and I'm with the New Jersey Department of
Environmental Protection. I'm allowed to give an answer. I
visited with the Kramers'at the end of last summer, and Joe
-------
Issue:
Response:
Response:
Issue:
Response:
trstre:
Response:
Kramer was asking me about his escrow account. He remembered
soDBtting between the order -of 130,000 or $40,000 1r» escrow. Ami
It* sal d , Whatever Irapperrad to my money?" I *Wt -know
about it and I said 1f he could give me any clue as to Mho he was
dialing with—what agency, what branch of the government, or even
a name—what person— that I would do whatever I could to track 1t
dawn. He said he would get 1t for me. I called the Kramers
twin. «t Internals of a with after that and »td T» writing to
hear about the Information. And 1 never heard from mm. And I
don't know where to look for 1t. If I do get some Information,
some help fron them, I will pursue 1t to the extent possible.
Our capping alternative runs Into the millions of dollars, so
even with that fund of the Kramer's, you are only talking about a
*try <*•*?] *e*o*»U«* *f *ti» total .costs.
Somebody's breaking the State law that says this landfill has to
be covered.
I would say the owner but I can't speak as a legal counsel. It
appears that they are 1n violation of the closure regulation
under the State Solid Waste Disposal Law.
Is there vrgtody tore fro« *fce SUt* f aem -ttet ^dep
Dave Paley 1s with the Superfund program department, not with the
solid waste department.
Dave, how can they break this law?
The Kramers, as the owners of the landfill, are responsible for a
host of problems caused by the landfill. Closure of the landfill
Is among the requirements under the law that they are 1n
violation of. The penalty 1s fines. They don't have the money
to pay then.
The $o«*rn«ent 1s oolng to spend a lot of «o»y to clem up the
site. There will come a point 1n time, Tm sure, when we win
recover some of the costs. We are still looking for the
responsible parties, beyond the Kramers, to the generators who
generated this waste. The U.S. Justice Department 1s going to
look carefully to find any hidden pockets of money and also to
Identify who the generators are so as to recover the monies
expended by the government. That's the best we can do.
<*wrtnf this cowse of operations of the landfill. didn't anybody
have any Idea that these violations were taking place?
Yes. There were numerous notices of prosecution, notices of
registration revocation— all of these ended up 1n administrative
court. Everyone 1s Innocent until proven guilty, so they were
allowed to continue to operate until the court Injunction, which
wasn't Issued
8
-------
Issue: Aren't there records available as to who these customers were as
generators?
Response: . We were, not able to obtain any records from the Kramers. Records
that the State has are almost entirely with the municipalities 1n
the area.
Issue: When you say that you could not get any records from the Kramers,
do the records 1n fact exist, or are there any Indications that
they destroyed them?
Response: There 1s no Indication that they made a concerted effort to
destroy them.
Issue: Are they still In the Kramer's possession then?
Response: They may or may not be.
Issue: Has there been any legal action to get them? Have you sought
them?
Response: We're on the remedial side of the EPA. We have an enforcement
section that addresses these types of concerns.
In addition to the oral comments received at the public meeting on August 1,
1985, the EPA also received one written comment based upon an editorial that.
appeared 1n a local newspaper.
Issue: The EPA 1s delaying the Initiation of cleanup at the Helen Kramer
Landfill until 1988 for politically motivated reasons.
Response: The EPA 1s not delaying the Initiation of cleanup at the Helen
Kramer Landfill until 1988. The design of the selected remedial
alternative should be Initiated within the next few months 1f
funding becomes available. The design 1s estimated to take
approximately 12 months and actual construction of the
alternative could take 24 months. We currently estimate that the
construction will be completed 1n 1988 and not Initiated 1n 1988,
as was reported 1n the article.
-------
Times tzdiioria
Dump cleanup delay
taints EPA motives
tal Protection
should not watt until istt to start,
A fonantant at a local meeting on the pro
"In the leachate discharging into Edwards Ron, there
are over 30 identified organic compounds," said the con-
• A __ A •%> ,« __ I __ a «•« mm* • ^.j • • % _ A« * • • • A • •• !• • 4 • A
nearby creek. "TOiose tttuHftaa^ are believed to 1
dnogenic or cause birth defects," he said.
The 30 chemicals, and the »*cre site's i
car-
fires, are the reasons why the EPA
the site as fourth most dangerous •*m« the
400-plus toxic waste sites nationally that qualify for
cleanups with the federal Supertax!, the number one site
drinking water
statements offer little
the Ty««fffli( who have shauov
cancer-causing chfmicato in
health concern.
TraTTHfT "stte. "Tet
rt to people who Ihre around
and who know that
water are also a
The EPA has proposed a |30to$40 mdlion programthat
would at first pi event the contaminated liquid from
y««dfag beyond the landfill's borders. That is the same
thing the agency has done at Upari in a beneficial, but in-
MnimUto- nfniiMjt that han not vat rmmnvfA nr traaiail mnv
project t
t yet removed or treated any
of the toxic waste.
Early lastjear, EPA officials predicted that it would be
staes were just being started and the ufl extent of
the
»
demands on the Superfnnd, which itself faces a bat*
fie for rBiEwil in ^VfH'fffff at an a^wiifltt funding
also are
^And the state's increased
revenue to address hazardous waste
rA is showing contftnpt for residents of •
Mantua, who have had to live with two of the worst toxic.
time bombs in the country for three decades.
Perhaps the decision is a political one based on the no-
rhaps
that
tton that New Jersey and Gloucester Pwnty — with
IJpari, Kramer and the Bridgeport Rental and Ofl Ser-
is rankedfourth on the Superfnnd list because of what it
is, not where it is.
•^S&^^ ^9I^A A Mi|^J^ka1«l v^^^^M^^^Ht jl^^B • AfeW
•D9 &••/• •UUUIQ <>«OuO0iQ6* wQ
scfaedulft. Art itite, fiHinty ?*** iocs!
pohtobtvettacceknted.
-------
APPENDIX 1
-------
3142NF
MESSAGE FLAGS FOR CHEMISTRY DATA
[ ] Result is a value greater than or equal to the
required detection limit.
B Analytic is found in the blank as well as a sample.
It indicates possible probable blank contamination
and warns the data user to take appropriate action.
S Value determined by method of standard addition.
J Indicates an estimated value. This flag is used
either when estimating a concentration for
tentatively identified compounds, where a 1:1
response is assumed or when the mass spectral data
indicates the presence of a compound that meets the
identification criteria tat tHe r«snlt is less than
the indicated detection limit but greater than zero.
K Actual value within the limitations of this method is
less than the value given.
B Blank gr*»t*r than 1/2 method detection limit aad
greater than 1/2 concentration in sample.
R Indicates spike sample recovery is not within control
limits.
r.t.
-------
MESSAGE FLAGS FOR CHEMISTRY DATA, CON'T.
UNDETECTED: Not present in sample above detection limit.
NOT REPORTED: No analytical results at time of report
preparation due to: parameters not required
by CLP contract, lost sample or analytical
results, delay of data transmittal.
PRELIMINARY:
FINAL:
REJECTED:
Data not quality assured and subject to
change.
Data quality assured.
Data reported but results rejectd due to
quality assurance problems such as bad
methods, poor recovery, holding time
violation, bad surrogate, or other.
ir.@.
-------
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TABLE 6-1
NJDEP Hazardous Site Mitigation Administration
Air Monitoring Program at Helen Kramer Landfill
October 31, to November 2, 1983*
Compound
vinylidene chloride
metbylene chloride
chloroprene
chloroform
1,2-diehioroethane
1,1,1-trichloroethane
benzene
carbon tetrachloride
trichloroethylene
dioxane
1,1,2-trichloroethane
toluene
1,2-dibromoethane
tetrachloroethylene
chlorobenzene
ethylbenzene
m,p-xylene
styrene
o-xylene
1,1,2,2-tetrachlofoethane
o-chiorotoluene
p-chlorotoluene
p-dichlorobenzene
o-dichlorobenzene
nitrobenzene
napthalene
Leachate
Seep Area
ppb
41.0
29.6
RD
1.96
ND
6.48
16.2
0.08
9.37
ND
2.88
137
ND
5.49
1.06
6.65
14.6
0.61
3.13
0.02
0.44
0.63
0.42
0.63
0.14
0.09
Site
Mean Value
ppb
38.9
12.3
ND
0.82
0.36
2.61
7.51
0.12
2.43
0.01
1.22
46.5
0.47
1.91
0.80
3.85
7.43
1.53
2.31
0.78
0.50
0.36
0.54
0.86
0.54
0.30
ND - Not Detected (reported by NJDEP BSMA as zeros)
(All values are three-day mean concentrations)
* From Giantir et. al. 1984
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