-
EPA CONTRACT NO. 68-W9-0036 EPA WORK ASSIGNMENT NO. 18-1LA5
EPA Project Officer: Nancy Barmakian EPA Remedial Project
Manager: David Newton
FINAL FIELD SAMPLING PLAN
FOR REMEDIAL INVESTIGATION/FEASIBILITY STUDY
ROSE HILL REGIONAL LANDFILL SOUTH KINGSTOWN, RHODE ISLAND
May 1991
Prepared By
METCALF & EDDY, INC. 30 Harvard Mill Square Wakefield, MA
01880
-
FIELD SAMPLING PLAN
TABLE OF CONTENTS
Section
LIST OF FIGURES
LIST OF TABLES
1.0 INTRODUCTION
2.0 PROJECT DESCRIPTION
2.1 SITE LOCATION AND DESCRIPTION 2.2 LANDFILL LAYOUT
3.0 RI/FS OBJECTIVES AND FIELD SAMPLING APPROACH
3.1 RI/FS OBJECTIVES 3.2 FIELD INVESTIGATION APPROACH
4.0 SITE RECONNAISSANCE
4.1 SITE RECONNAISSANCE
4.1.1
4. 1.2 4. 1.3 4. 1.4 4. 1.5 4. 1.6
4. 1.7 4. 1.8
Initial Field and Ecological Resources Reconnaissance Well
Inventory Existing Well Development Landfill Gas Emission Sampling
Surface Geophysical Survey Existing On-site and Residential Well
Sampling Surface Water and Sediment Sampling Leachate Sampling
5.0 TEST BORING, MONITORING WELL INSTALLATION AND HYDROGEOLOGIC
FIELD ANALYSIS ACTIVITIES
5.1 INTRODUCTION 5.2 TEST BORING AND MONITORING WELL
INSTALLATION
5.2.1 Test Borings and Bedrock Monitoring Wells 5.2.2 Overburden
Monitoring Well Installation 5.2.3 Monitoring Well Development
5.3 SLUDGE DISPOSAL AREA SOIL BORINGS 5.4 COVER MATERIAL
PERMEABILITY SAMPLING 5.5 LANDFILL SETTLEMENT PLATFORMS 5.6
INSTALLATION OF PERMANENT SOIL GAS SAMPLING POINTS 5.7 SOIL
CLEANUP
Page
v
vii
1-1
2-1
2-1 2-1
3-1
3-1 3-1
4-1
4-1
4-1 4-1 4-2 4-2 4-4 4-6
4-7 4-8
5-1
5-1 .5-1
5-5 5-7 5-10 5-12 5-14 5-14 5-16 r- 4 f
0- ID
-
TABLE OF CONTENTS (Continued)
Section
5.8 HYDROGEOLOGIC FIELD ANALYSIS ACTIVITIES 5-16
5.8.1 Groundwater Measurements 5-17 5.8.2 Surface Water
Elevation and Velocity
Measurement 5-17 5.8.3 Streambed Hydraulic Conductivity
Measurement 5-19 5.8.4 Hydraulic Testing 5-20
5.9 SITE SURVEYING 5-23
6.0 FIELD SAMPLING 6-1
6.1 SAMPLING SCHEDULE 6-1
6.1.1 Groundwater Sampling 6-12 6.1.2 Surface Soil Sampling 6-12
6.1.3 Soil Boring/Permeability Test Sampling 6-12
Locations 6.1.4 Leachate, Surface Water and Sediment 6-16
Sampling 6.1.5 Soil Gas Sampling 6-16
6.2 SAMPLING FREQUENCY 6-18
7.0 ECOLOGICAL FIELD INVESTIGATION 7-1
7.1 WETLAND AND HABITAT DELINEATION 7-1 7.2 WILDLIFE SURVEYS 7-2
7.3 BENTHIC RECONNAISSANCE SURVEYS 7-3 7.4 IDENTIFICATION OF
OFF-SITE RESOURCES 7-3
8.0 SAMPLING PROCEDURES 8-1
8.1 SOIL SAMPLING METHODS 8-1
8.1.1 Surface Soil Sampling 8-1 8.1.2 Sediment Sampling 8-2
8.1.3 Borehole Soil Sampling 8-3
8.2 WATER SAMPLING METHODS 8-5
8.2.1 Groundwater Monitoring Well Development and Sampling
8-5
8.2.2 Residential Well Water Development and Sampling 8-10
8.2.3 Surface Water/Leachate Sampling 8-12
ii
-
TABLE OF CONTENTS (Continued)
Section
8.3 QUALITY CONTROL SAMPLES 8-14
8.3.1 Trip Blanks 8-14 8.3.2 Equipment Blanks 8-15 8.3.3 Field
Duplicates 8-15 8.3.4 Bottle Blanks 8-15
8.4 SOIL GAS SAMPLING 8-16
8.4.1 Soil Gas Sampling 8-16 8.4.2 Depth Profile 8-17 8.4.3
Dilution Profile 8-18 8.4.4 Equipment 8-18 8.4.5 Sampling
Procedures 8-19 8.4.6 Decontamination Procedures 8-21 8.4.7 Quality
Control 8-21 8.4.8 Data Interpretation 8-22 8.4.9 Data Limitations
and Interferences 8-23
9.0 DECONTAMINATION PROCEDURES 9-1
9.1 EQUIPMENT 9-1
9.1.1 Non-Sampling Field Equipment 9-1 9.1.2 Sampling Equipment
9-2
9.1.2.1 Cleaning Materials 9-2 9.1.2.2 Cleaning Procedures
9-4
9.1.3 Ice Chests and Shipping Containers 9-6 9.1.4 Vehicles 9-6
9.1.5 Soil Gas Monitoring Equipment 9-6
9.2 QUALITY CONTROL PROCEDURES 9-6 9.3 DOCUMENTATION 9-7
10.0 SAMPLE HANDLING FOR ANALYSIS 10-1
10.1 SAMPLE PRESERVATION 10-1 10.2 SAMPLE CUSTODY 10-1
10.2.1 Chain of Custody 10-4
10.2.1.1 Sample Labels 10-4 10.2.1.2 Sample Tags 10-5 10.2.1.3
Custody Seal 10-7 10.2.1.4 Chain of Custody Form 10-7
iii
-
TABLE OF CONTENTS (Continued)
Section
10.2.1.5 Traffic Report/Packing List 10-7 10.2.1.6 Transfer of
Custody 10-7
10.2.2 Sample Packaging and Shipping 10-12
10.2.2.1 Mon-Hazardous Packaging and Shipping 10-12
10.3 DOCUMENTATION 10-15
10.3.1 Sample Designation/Identification 10-16 10.3.2
Corrections to Documentation 10-16 10.3.3 Photographs 10-17 10.3.4
Records 10-17
10.3.4.1 Field Logbooks 10-17 10.3.4.2 Field Data Forms 10-24
10.3.4.3 Chain of Custody Record 10-24 10.3.4.4 Variances 10-25
11.0 DISPOSAL OF STUDY-DERIVED WASTES 11-1
11.1 SOLID WASTE 11-1
1 1 . 1 . 1 Soil Cuttings 11-1 11.1.2 Personnel Protection
Equipment 11-1
11.2 LIQUID WASTE 11-1
11.2.1 Decontamination Water 11-1 11.2.2 Well Development/Purge
Water 11-2
12.0 FIELD TEST EQUIPMENT 12-1
12.1 CALIBRATION 12-1
12.1.1 Photoionization Detector 12-1 12.1.2 pH Meter 12-4 12.1.3
Conductivity Meter 12-5 12.1.4 Field GC/PID Calibration 12-6 12.1.5
OVA Calibration 12-8
12.2 PREVENTIVE MAINTENANCE
12.2.1 Instrument Calibration and Maintenance 12-9 12.2.2
Instrument Maintenance Logbooks 12-9
13.0 REFERENCES 13-1
APPENDIX: California Modified Split Spoon Reference
IV
12-8
-
LIST OF FIGURES
Figure Page
2-1 Location Map, Rose Hill Regional Landfill, 2-2 South
Kingston, Rhode Island
South Kingston, Rhode Island
Sampling Locations
2-2 Site Map, Rose Hill Regional Landfill, 2-3
4-1 Geophysical Survey and Soil Gas Sampling Locations 4-3
5-1 Existing and Proposed Monitoring Wells 5-2
5-2 Bedrock Monitoring Well Construction Log 5-8
5-3 Overburden Monitoring Well Construction Log 5-11
5-4 Proposed Soil Boring and Permeability Test 5-13
5-5 Landfill Settlement Platforms 5-15
5-6 Staff Gauge Locations 5-18
5-7 Seepage Meters 5-21
6-1 Existing and Proposed Monitoring Well Locations 6-13
6-2 Proposed Surface Water, Sediment, and Surface Soil Sampling
Locations 6-14
6-3 Proposed Soil Boring and Permeability Test Sampling
Locations 6-15
6-4 Geophysical Survey and Soil Gas Sampling Locations 6-17
8-1 Well Sampling Worksheet 8-9
10-1 EPA CLP RAS Sample Number 10-6
10-2 EPA CLP Sample Tag and EPA CLP Custody Seal 10-8
10-3 Chain of Custody Form 10-9
10-4 RAS Traffic Report 10-10
10-5 SAS Packing List 10-11
10-6 Example Federal Express Airbill 10-13
10-7 Field Logbook Initial Field Information 10-19
-
LIST OF FIGURES
Figure
10-8 Field Logbook Groundwater Monitoring Well 10-20 Sampling
Data
10-9 Field Logbook Surface Water Sampling Data 10-21
10-10 Field Logbook Soil/Sediment Sampling Data 10-22
10-11 Field Logbook Soil Gas Sampling Data 10-23
12-1 Soil Gas Instrumentation Calibration 12-7
vi
-
LIST OF TABLES
Table Page
3-1 Field Investigation Activity Summary 3-2
Preservation Requirements
5-1 Rationale for Monitoring Well Locations 5-3
6-1 Summary of Environmental Sampling and Analysis 6-2
6-2 Parameters, Containers and Preservative Requirements
6-19
8-1 Well Volume Conversion Table 8-11
9-1 Typical Materials Used for Equipment Decontamination 9-3
10-1 Summary of Sampling Parameters, Containers and 10-2
10-2 Field Sampling Team Documentation Objectives 10-15
12-1 Preventive Maintenance Requirements 12-10
VII
-
1.0 INTRODUCTION
This Field Sampling Plan (FSP) is the part of the Sampling and
Analysis Plan
(SAP) that provides guidance for field work. It defines the
sampling and data
acquisition protocols to be used in the field investigations at
the Rose Hill
site, South Kingstown, Rhode Island. The FSP will be used by
field personnel
to perform the planned field work. A copy of the FSP will be
made available
to each member of the field team. Collection of environmental
samples and
other data from the three areas of concern (solid waste area,
bulky waste
area, sewage sludge area) as well as within the site study area,
and
subsequent analysis are necessary to determine the nature and
extent of any
contamination at the Rose Hill Site.
The purpose of this plan is to assure that the acquisition and
analysis of
samples and data is performed in the highest quality manner and
that the
results will be defensible in a court of law. For this reason,
field testing
and sampling shall be performed according to accepted and
approved protocols
defined by this document. The EPA Remedial Project Manager for
the Rose Hill
RI/FS will be notified of any deviation from this plan and
approval will be
received where necessary.
1-1
-
2.0 PROJECT DESCRIPTION
2.1 SITE LOCATION AND DESCRIPTION
The Rose Hill Regional Landfill is located within the Town of
South Kingstown,
Rhode Island and consists of approximately 70 acres of land. A
site location
map is shown in Figure 2-1. The site is comprised of three
separate inactive
disposal areas. An active transfer station is located on the
site where
refuse is unloaded from refuse collection trucks and transferred
to trucks
which haul the refuse off-site to the Johnston Landfill. Active
sand and
gravel operations still occur northwest of the site.
The Landfill began operations in 1967 and continued operations
until 1983.
The site operated under an annually renewable state permit from
the Rhode
Island Department of Environmental Management. During this
period of time, it
received domestic and industrial wastes. In October 1983, the
landfill
reached its state-permitted maximum capacity and ceased active
landfilling
operations. In 1984, volatile organic compounds were detected in
site
groundwater. Rose Hill was ranked for inclusion on the U.S. EPA
National
Priority List (NPL) as a hazardous waste site in 1987. In 1989,
the landfill
was placed on the NPL.
2.2 LANDFILL LAYOUT
There are three sections within the Rose Hill Regional Landfill;
the solid
waste landfill, sewage sludge landfill, and bulky waste disposal
area
(Figure 2-2).
The solid waste landfill operated from 1967 until 1982. The
exact depth of
the solid waste materials is unknown, but was reportedly to
bedrock in some
places. Refuse was also reportedly deposited in areas at, above,
and below
the water table. The thickness of solid waste deposited
throughout the
landfill prior to 1977 is unknown. From 1977 to 1982, between
ten and
fourteen feet of solid waste was deposited. Upon closure, the
solid waste
2-1
-
Sewage Sludge Landfill
Bulky Waste Disposal Area
SOURCE: U.S.G.S. Quadrangle Kingston. Rl 1957, Photorevtsed 1970
and 1975 Narragansett Pier, Rl 1957, Photorevised 1970 and 1975
OUAORANGLE LOCATION
FIGURE 2-1. SITE LOCATION
I t TC » L F » t DD1
-
OC 3
-
landfill was reported to have been covered with 0.5 to 2 feet of
sandy soil
and subsoil. Recent information indicates that only a portion of
this area
may have been covered in this manner. Nevertheless, natural
perennial
vegetation is observed throughout most of the area.
The sewage sludge disposal area is located in the northeast
section of the
site between Mitchell Brook and the Saugatucket River. This area
operated
from 1977 to 1983. Its predominant use was to receive sludge
from the
South Kingstown wastewater treatment plant. The sludge was
deposited in
trenches. The depth of each excavation and the number of
trenches is
currently unknown. Problems with the high moisture content of
the sludge
prompted the Town of South Kingstown to initiate the hauling of
the sludge to
the Central Landfill. Vegetative cover in this area is less
prevalent.
The bulky waste (large appliances, etc.) disposal area is an 11
acre area
located east of the solid waste landfill and southwest of the
sewage sludge
landfill. This area is approximately 200 feet east of Mitchell
Brook and
250 feet west of the Saugatucket River. Disposal of bulky waste
began in this
area in 1978. Solid waste was also reportedly disposed of in the
interim
period between closure of the solid waste area and construction
of the
transfer station (May 1982 through October 1983). Perennial
grasses overlying
natural fill materials provide cover for this area.
2-4
-
3.0 RI/FS OBJECTIVES AND FIELD INVESTIGATION APPROACH
3.1 RI/FS OBJECTIVES
The primary objective of the RI/FS will be to assess site
conditions and
evaluate alternatives to the extent necessary for remediation of
the site.
The RI and FS will be conducted as integrated, phased studies
leading to
selection of a remedy. The integration and phasing of the RI and
FS reflect
the intent of EPA's developing policies for RI/FS studies as
reflected in
"Guidance for Conducting Remedial Investigation and Feasibility
Studies Under
CERCLA" (EPA/540/G-89/004, OSWER Directive 9355.3-01 October
1988) and the
National Contingency Plan (NCP) (40 CFR Part 300).
The overall goals of the RI/FS are to:
Complete a field program for collecting data to quantify the
extent and magnitude of contamination in the groundwater,
subsurface soils, surface water and sediment of onsite ponds,
streams and nearby wetlands, and landfill gas.
• Determine the public health and ecological risks associated
with any existing contamination.
Develop and evaluate remedial alternatives if unacceptable risks
are identified.
• Provide sufficient information to evaluate remedial
alternatives, conceptually design remedial actions, to enable EPA
to select a remedy, and issue a record of decision.
3.2 FIELD INVESTIGATION APPROACH
The field investigation program for the Rose Hill site has been
designed to
collect data that will facilitate meeting the RI/FS objectives.
Table 3-1
generally outlines the field activities.
3-1
-
TABLE 3-1. FIELD INVESTIGATION ACTIVITY SUMMARY
Activity Purpose Action
Well Inventory
Well Development
Landfill gas emission
Perimeter Locations
Within landfill boundaries
Surface Geophysical Investigation
Verify groundwater use of residences and determine existing
valid sampling points that can be used during the RI/FS
Establish valid sampling points
Identify areas surrounding the landfill containing high
concentrations of explosive or toxic landfill gas to assess human
health risks, to evaluate the feasibility of gas collection and
treatment and to evaluate other remedial actions.
To aid in the selection of sampling locations and in the
determination of on-site contaminants.
Characterize bedrock topography and fracture lineation to aid in
the placement of monitoring wells
Determine potential landfill leachate conductivity plumes at
each disposal area
Conduct mail survey and review results. Conduct door to door
well inventory within 2,000 feet of the site.
Develop on-site and residential wells. Conduct performance
evaluation of existing on-site wells
Install soil gas probes around the perimeter of the solid waste
landfill.
Conduct soil gas surveys within the three landfill
boundaries.
Conduct seismic refraction and VLF survey
Conduct electromagnetic conductivity survey along the perimeter
of all three disposal areas and along the east, southeast side of
the Saugatucket River
Indicates activities generating samples for laboratory
analyses.
3-2
-
TABLE 3-1 (Continued). FIELD INVESTIGATION
Activity
Existing on-site and residential well sampling
* Geotechnical/ Hydrogeologic Investigation
Purpose
Verify reported contamination in the vicinity of the site and to
establish a contaminant base-line for RI/FS investigation
Evaluate the physical properties governing transport of
contaminants through identified pathways
Evaluate existing cover to determine runoff infiltration
properties
Identify and characterize subsurface geologic stratigraphy to
select screen settings in both the shallow and deep wells
Determine direction of groundwater flow and estimate
gradients
Determine rate of groundwater flow and evaluate the feasibility
of groundwater extraction
Identify high transmissive zones and potential contaminant
pathways within bedrock.
Assess the relationship between surface water and shallow
groundwater
Action
Sample existing on-site monitoring wells and selected
residential wells. Conduct ambient air monitoring at the site
Collect data on permeability, porosity, hydraulic head, percent
organic carbon
Collect undisturbed soil samples from the cover materials to
determine the permeability and thickness
Drill test borings at 10 locations selected for monitoring well
installation
Install monitoring wells and take water level measurements from
new and existing wells
Perform hydraulic conductiveity tests in selected monitoring
wells
Conduct downhole geophysical logging and packer testing in open
bedrock holes
Install surface water elevation stations, collect flow velocity,
and streambed hydraulic conductivity data
* Indicates that samples will be submitted for laboratory
analyses.
3-3
-
TABLE 3-1 (Continued). FIELD INVESTIGATION
Activity
* Groundwater Sampling
Surface Water and Sediment Sampling
Purpose
Identify extent and type of groundwater contamination to assess
human health risks
Determine background chemical concentrations
Evaluate source(s) of groundwater contamination
Assess seasonal fluctuations in contaminant concentrations in
the groundwater and in hydraulic characteristics
Evaluate feasibility of groundwater treatment systems
Assess surface runoff impact on stream water quality
Determine background concentration of surface water and
sediment
Evaluate the type and extent of contamination in nearby surface
waters and sediments to assess ecological and human health
risks
Action
Design monitoring network to determine the vertical and
horizontal extent of the plume
Collect and analyze samples upgradient of the landfill
Collect and analyze groundwater samples and compare results to
the landfill waste characteristics and background levels
Sample and analyze groundwater with a minimum of four rounds of
sampling from the same location(s) in different seasons
Obtain TOC, BOD, and other conventional water quality data
Collect and analyze samples from nearest leachate seeps and
compare to stream water quality
Collect and analyze water and sediment samples upstream of the
landfill
Collect and analyze surface water and sediment samples at
increasing distances away from the landfill and compare results to
landfill waste and background levels. Samples will be collected in
the unnamed brook, Mitchell Brook and the Saugatucket River.
* Indicates that samples will be submitted for laboratory
analyses.
3-4
-
TABLE 3-1 (Continued). FIELD INVESTIGATION
Activity Purpose Action
Leachate Sampling
Air
• Soil Borings drilling and sampling
» Surface Soils
* Monitoring well borings
Wetland and habitat delineation
Wildlife population surveys
Determine the absence or presence of contamination from landfill
runoff.
Measure concentrations of total VOCs" being emitted to the
atmosphere
Define the aquifers and confining layers
Investigate areal extent, depth, and concentration on
contaminants at hot spots in the sewage sludge landfill
Investigate surface soil contamination to perform an assessment
of human and ecological health risks
Assess the potential ability of contaminants to migrate through
the overbruden soils and groundwater
Determine functional value, areal extent, and habitat
suitability of wetlands
Identify potential ecological exposure pathways and characterize
the communities
Collect and analyze samples from leachate seeps
Conduct ambient air monitoring
Drill soil borings throughout sewage sludge landfill for
development of soil boring logs
Collect two analytical samples from each soil boring in sewage
sludge landfill
Collect and analyze surface soil samples from the three disposal
areas
Collect and analyze selected soils during the monitoring well
installation for Total Combustible Organics (TOC) and grain
size
Delineate on-site wetlands using the on-site inter-
mediate-level method (Level II)
Conduct wildlife and benthic reconnaissance surveys
Indicates that samples will be submitted for laboratory
analyses.
3-5
-
4.0 SITE RECONNAISSANCE
4.1 SITE RECONNAISSANCE
At the onset of the field investigation a site reconnaissance
will be
conducted. The activities to be conducted as part of this
reconnaissance
include:
• Ecological Resources Reconnaissance
• Well inventory
• Existing well development and establishment of sampling
points
• Landfill gas emission sampling
• Surface geophysical survey
• Existing on-site and residential well sampling
• Surface water and sediment sampling
• Leachate sampling
4.1.1 Initial Field and Ecological Resources Reconnaissance
An initial field reconnaissance will be conducted in May 1991.
Several
activities will be conducted concurrently which will facilitate
later field
investigations. A detailed description of benthic reconnaissance
activities
is presented in Section 3.3.6.3. Specific activities
include:
• Benthic reconnaissance
• Sampling location reconnaissance
• Air Monitoring (Radiation) survey
• Wetland reconnaissance
• Identification of surface runoff and depositional areas
4.1.2 Well Inventory
The purpose of this activity is to locate as many public and
private wells as
possible in order to identify potential receptor locations and
to identify
useful sampling points (faucet, pump, or well). Some of the
wells may be
4-1
-
identified for downhole geophysical logging and testing to
provide more
subsurface information regarding groundwater characteristics in
the vicinity
of the landfill.
The site is located in a rural area and some nearby residents
have private
domestic wells. To verify groundwater use and aid in the
selection of
potential residential sampling wells, residences within 2000
feet of the
boundaries of the site will be surveyed by mail along with
access
agreements. Additional information will be collected from a door
to door
survey.
4.1.3 Existing Well Development
The existing on-site monitoring wells and selected residential
wells will be
developed and if necessary secured. On the selected residential
wells, it is
not anticipated that pump removal will be necessary. Sampling
points will be
established such that they may be included in the RI/FS well
sampling
program. Wells that are being used by local residents will be
noted. It is
estimated that a maximum of twenty wells will be developed. The
development
procedure is described in Section 5.0.
4.1.4 Landfill Gas Emission Sampling
Significant amounts of methane, carbon dioxide, and other
volatile organic
compounds such as vinyl chloride are typically generated by
decomposition of
the materials within a landfill. These gases will be sampled to
support an
evaluation of the extent of gas migration into the soil
surrounding and within
the landfills. To accomplish this objective, thirty gas probes
will be
installed along the north, south and western edge of the solid
waste disposal
area as shown in Figure 4-1 and within the boundaries of the
landfills.
Detailed descriptions of the installation and sampling of these
probes are
presented in Sections 6.1.5 and 8.4.
The gas probes will be monitored immediately after installation
during rounds
two and four of sampling. Samples will be collected for methane
and VOC
4-2
-
2 o
•oOo
i-1_k.
O-
o o IX.
-o E = g I 5 w " c• -* O
I/I 1/1 _J
E « ^ o o>
= _5 • ^"5.
1 JI " •< — ^ o»5 «>-•»
-
oto
o oin
a, ^ c
o
CD
M O .—
S 1 "5g--o Ei_ c: o CD on
-
analysis. Analyses of the soil gas will be completed using a
field gas
chromatograph. A soil gas survey will also be conducted during
round one
(refer to Section 6) within the boundaries of the landfills to
aid in the
selection of sampling locations of monitoring wells, soil
borings and surface
soils.
In addition ambient air will be monitored for personnel health
and safety
during all field activities.
4.1.5 Surface Geophysical Survey
A surface geoohysical survey will be conducted at the Rose Hill
Site. The
objective for this survey is to assist in the characterization
of geologic
subsurface conditions and potential contamination migration from
the
landfill. Information obtained from the geophysical survey would
aid in the
placement of monitoring wells at locations that would provide
that best
characterization of the extent of contamination emanating from
the site. It
is estimated that all geophysical testing can be completed in
twenty-five
days. At least one M&E geologist will be on-site at all
times to inspect the
geophysical work.
Electromagnetic (EM) Terrain Conductivity. Terrain conductivity
profiling
will be accomplished along the perimeter of all three inactive
disposal areas
as shown on Figure 4-1 to assist in the identification of
potential conductive
landfill leachate migration. An estimate of 12,000 linear feet
of EM
profiling is proposed.
The electromagnetic terrain conductivity survey method provides
a means of
measuring the electrical conductivity of the geologic subsurface
materials.
The parameter measured with this technique is the apparent
conductivity of the
subsurface. Variations in the subsurface conductivity may be
caused by soil
moisture content, groundwater specific conductance, and
thickness of soil and
rock.
The EM data will be collected using a Geonics Model EM-34
equipped with a
digital data logger. The EM survey will include 10 and 20 meter
coil spacing,
4-4
-
measurements of both horizontal and vertical dipole conductivity
values. This
technique will provide a relatively fast method for providing
vertical
sounding capabilities, while allowing for station to station
profiling. The
estimated penetration depths using the 10 and 20 meter coil
spacing and
horizontal and vertical dipoles are follows:
Penetration Depth (Feet) Coil Spacing Horizontal Vertical
(Meters) DiPole Dipoles
10 25 50
20 50 100
EM lines have been proposed around the perimeter of the
landfills to detect
the migration of contaminant plumes. In addition, an EM line has
been placed
east-southeast of the Saugatucket River since the expected
groundwater flow
direction is southeast.
Seismic Refraction. Seismic refraction profiling will be
performed at
selected locations to determine the depth to groundwater,
thickness of the
overburden and the topography of the bedrock surface. The
seismic refraction
method is based on the velocity distribution of induced seismic
waves
traveling in the subsurface. These waves are refracted at the
interface
between geologic layers due to differences in the bulk density
of the
materials.
The locations of proposed seismic lines are shown on Figure 4-1.
An estimate
of 8,600 linear feet of seismic profiling is proposed. The
seismic refraction
survey will be accomplished using 24 channel geophone spreads
with geophone
spacings of 10 and 20 feet. The seismic energy will be generated
by either a
weight drop device or small buried explosive charges. Since the
depth to
bedrock has been found to vary throughout the site, the seismic
refraction
lines will be used to determine the bedrock topography beneath
portions of the
site in which currently little information is available.
4-5
-
VLF Profiling. VLF readings will be collected along selected
seismic lines as
shown on Figure 4-1. This data will be used in conjunction with
the seismic
profiling and existing VLF data to identify possible water
bearing fracture
zones in the bedrock. The VLF method is based on the principle
of radio wave
transmission and reception. The technique involves a walk-over
survey
utilizing a radio receiver which measures the current density of
the magnetic
field generated by the very low frequency radio transmission.
This method is
useful in detecting subsurface features such as water filled
fractures zones
within the bedrock.
Approximately 2,000 linear feet of VLF profiling is anticipated
at the site.
Survey Control. Survey control, for the EM, seismic and VLF
tranverses will
include the clearing and staking at 100 foot intervals of all
surface
geophysical lines. A transit and measurement tape will be used
to determine
elevations and locations referenced to establish vertical and
horizontal
datums at the site of all staked stations. Distances between the
100 foot
stakes will be measured and marked as required during the
survey.
U.1.6 Existing On-Site and Residential Well Sampling
On-site wells and selected residential wells in the vicinity of
the landfill
will be sampled to verify reported contamination, to provide
additional data
as to the extent of contamination, and current groundwater
quality
information.
To accomplish these objectives, it is estimated that a total of
20 residential
wells will be sampled to provide additional data on the extent
of groundwater
contamination.
For residential wells, water samples will be obtained from the
cold water taps
or other suitable location, at a point prior to treatment, after
the wells
have been adequately purged to remove stagnant water. (See
Section 8.2.3 for
residential well sampling procedures.) Groundwater samples will
be collected
and analyzed for TCL volatiles, semi-volatile organics, and
pesticides/PCBs,
4-6
-
cyanide, TAL total and dissolved metals, BOD, TOC and selected
water soluble
organics including n,n-dimethyl formamide. Detailed lists of the
analytes
appear in Table 8-3 and Appendix A of the QAPP.
4.1.7 Surface Water and Sediment Sampling
Surface water and sediments will be sampled because of
insufficient data to
support a detailed assessment of contaminant patterns or to
support an
assessment of public health and ecological risk. Surface water
and sediment
will be sampled at fifteen stations in the vicinity of the
gauging stations.
Depositional areas will be selected for surface water and
sediment sampling.
Surface water samples will be analyzed for TCL volatiles,
semi-volatile
organics and pesticides/PCBs, cyanide, total and dissolved TAL
metals, BOD,
TOC, Sulfides selected water soluble organics, including
n,n-dimethyl
formamide and hardness. Detailed lists of the analytes appear in
Table 8-3
and Appendix A of the QAPP. Wo additional sample volume or
laboratory
analysis is necessary for hardness. Hardness will be calculated
using
Hardness Method 2340, "Standard Methods for the Examination of
Water and
Wastewater, 17th edition, 1989."
Sediment samples will be analyzed for TCL volatiles,
semi-volatiles, and
pesticides/PCBs, cyanide, TAL metals, total combustible
organics, sulfides and
grain size.
4.1.8 Leachate Sampling
During previous site visits, leachate seeping from the landfill
has been
visible in several areas of the site. Since the location and
volume of
visible leachate has varied from season to season the leachate
sampling
locations will be selected based upon field conditions during
the first
sampling round. A maximum of six leachate samples will be
collected.
Leachate samples will be analyzed for TCL volatiles,
semi-volatiles, and
pesticides/PCBs, cyanide, TAL total and dissolved metals, BOD,
TOC, selected
-
water soluble organics, including n,n-dimethyl formamide and
hardness. Mo
additional sample volume or laboratory analysis is necessary for
hardness.
The Hardness will be calculated using Hardness Method 2340,
"Standard Methods
for the Examination of Water and Wastewater, 17th edition,
1989."
4-8
-
5.0 TEST BORING, MONITORING WELL INSTALLATION AND
HYDROGEOLOGIC FIELD ANALYSIS ACTIVITIES
5.1 INTRODUCTION
This section describes the protocols that will be followed
during the drilling
of soil borings, the installation of monitoring wells and the
completion of
the hydrogeologic investigation at the Rose Hill Site.
The activities included under this section are:
• Test borings, and bedrock and overburden monitoring well
installations
Sludge disposal area soil borings
• Landfill cover material permeability sampling
• Installation of landfill settlement platforms
Installation of permanent casing for the soil-gas sampling
location
• Hydrogeologic Analysis Field Activities
- Groundwater and surface water elevation measurements -
Streambed hydraulic conductivity measurements - Well hydraulic
testing
• Site Surveying
5.2 TEST BORING AND MONITORING WELL INSTALLATION
This program includes the drilling and installation of 10
overburden and
5 bedrock monitoring wells at the site as shown on Figure 5-1.
The rationale
for each well(s) and expected depths are shown on Table 5-1. The
locations of
the well(s) may be modified based upon the results of the
surface geophysical
survey and water quality sampling conducted during the site
reconnaissance.
It is assumed that two drilling rigs will be on-site for
drilling
operations. The monitoring wells will be installed to obtain
water quality
data and groundwater hydraulic flow parameters for the uppermost
water table
conditions, the lowermost overburden, and the most fractured
upper
5-1
-
-o o
~°oo
° a: o
£™ 01.5
C r
L. O "2 _ J> °- "S — co
S T?J S
I £ • "S * 0>
UJ01
O * S o>
i ^ - ^ Hj ±E
•o O a,~ T= ^ c
~x 5® °° /—,
oe CO
-
TABLE 5-1. RATIONALE FOR MONITORING WELL LOCATIONS
Well Number
MW-01-1
MW-01-2
MW-02-1
MW-03-1
MW-03-2
MW-03-3
MW-04-1
MW-04-2
MW-04-3
MW-05-1
MW-05-2
MW-06-1
MW-07-1
MW-07-2
MW-08-1
MW-09-1
MW-09-2
MW-10-1
Proposed Depth (feet below ground surface)
40' (top of bedrock)
90' (50* into bedrock)
40' (top of bedrock)
20' (upper 10' of the water table)
40' (top of bedrock)
90' (501 into bedrock)
25' (top of bedrock)
35' (10' into bedrock)
75' (50' into bedrock)
20' (upper 10' of the v.'atsr table)
40' (top of bedrock)
25' (top of bedrock)
30' (top of bedrock)
70' (40' into bedrock)
30' (top of bedrock)
30' (top of bedrock)
90' (40' into bedrock)
30' (top of bedrock)
Rationale
Water quality and stratigraphy northeast of the disposal areas
(inferred upgradient)
Water quality and stratigraphy within the sewage sludge area
Water quality and stratigraphy south of the bulk waste area
(inferred downgradient of bulk waste area)
Water quality and stratigraphy between the bulk waste area and
the solid waste area.
Water quality and stratigraphy south of all three disposal areas
(inferred downgradient)
Water quality and stratigraphy between the bulk waste area and
the solid waste area, west of Mitchell Brook
Water quality and stratigraphy northwest of the solid waste
disposal area
Water quality and stratigraphy southwest of the solid waste
Water quality and stratigraphy east of all three disposal areas
(east of Saugatucket River)
Water quality and stratigraphy southeast of all three
disposal
5-3
-
bedrock groundwater flow system. Each of the five bedrock wells
will be
positioned next to an overburden well to form a well
cluster.
At locations where the overburden material is thick (over 10
feet of saturated
materials) and/or the lower silty sand till layer is of
substantial thickness
to impact groundwater flow in the overburden, it may be
necessary to install
two wells in the overburden (one positioned in the upper outwash
material, the
other positioned in the lower till material). For planning
purposes, it is
estimated based on existing subsurface information, that one
well cluster
location MW-03 may require the installation of two overburden
wells. In
addition, at one well cluster location MW-04 where bedrock is
near the surface
it may be necessary to install two bedrock wells. One bedrock
well will be
positioned near the bedrock/overburden interface (based upon
frequency of
fractures and iron staining zones observed from core samples),
and one deeper
into bedrock.
Prior to any drilling, each proposed site will be checked for
underground
utilities by drilling personnel. Public or private utility
company
representatives will be contacted where appropriate. In
addition, wetlands
will be clearly flagged and drillers will be provided with a map
indicating
the locations of wetland areas to be avoided during drilling
operations.
A M&E geologist will be present at each drill rig for the
logging of samples,
monitoring of drilling operations, recording of soil and
groundwater data,
monitoring and recording the well installation procedures of
that rig, and
preparing the boring logs and well diagrams. Each geologist will
be
responsible for only one operating rig. Each geologist will
have, on site,
sufficient tools and professional equipment in operable
condition to
efficiently perform his duties.
An M&E geologist will describe the soils using the procedure
described in ASTM
D2488-84, "Standard Practice for Description and Identification
of Soils"
(Visual-Manual Procedure). All pertinent information observed
during drilling
operations will be noted in the field logbook.
5-4
-
Typically the field notebook will contain the following
information:
• Drilling method, type of drilling rig, driller's name
• Diameter of the borehole
• Sample type, depth interval sampler is driven, percent
recovery
• Number of blow counts required to drive each 6-inch interval
of the split spoon sampler
« Air monitoring instrument readings
• Start and completion times for each boring
• Depth at which water is first encountered
• Lithology (USCS) and stratigraphic descriptions, including
percentages of particle sizes
• Other soil characteristics (solvent odor, discoloration,
color, etc.)
5.2.1 Test Borings and Bedrock Monitoring Hells
At each of the well locations, a test boring will be advanced.
This boring
will be used to collect stratigraphic information to help
determine the number
of wells required at each cluster and well construction
specifications
required at that location. The test boring will be advanced
through the
overburden using either a. hollow stem auger or wash and drive
method. The
specific method selected will depend on the ability to reach the
required
depth given the subsurface condition encountered.
During the drilling of the test boring, split spoon soil samples
will be
collected continuously until refusal. Soil samples will be
collected using a
2-inch or 3-inch OD diameter, 24 inch long split spoon sampler.
Refusal is
defined as a rate of advance of less than 12-inches per 120
blows or 1-inch
per 50 blows when split spoon sampler is driven with a 140-lb.
hammer free-
falling 30-inches. Soil samples will be field screened for the
presence of
volatile organic compounds using a photoionization detector. In
addition, to
provide information regarding the potential ability of
contaminants to migrate
5-5
-
through the overburden soils and groundwater, selected soil
samples will be
submitted for total combustible organics and grain size
analysis. It is
estimated that up to one soil sample from each of the ten test
borings
proposed will be submitted for analysis. No other laboratory
analyses will be
performed on these boring samples. The samples will be submitted
to a
geotechnical laboratory subcontractor. Sampling procedures and
protocol for
these activities are described in Section 8.0.
During drilling, if field screening of the soil samples reveals
the presence
of contamination and if a soil strata change is observed which
would act as a
barrier to prevent observed contamination from migrating into
the upper
bedrock, the borehole will be enlarged and a permanent 8 inch
casing will be
grouted just below this zone prior to penetrating the bedrock.
The purpose of
this procedure is to prevent the potential movement of
contamination downwards
into the bedrock during drilling.
After refusal is encountered and if a bedrock well is to be
installed,
approximately 25-feet of bedrock will be cored using an NX-size
core barrel.
If no bedrock well is to be placed at this location, the test
boring will be
used for the installation of a overburden monitoring well as
described in
Section 5.2.2.
The rock obtained by the coring method method will be
classified, analyzed for
rock integrity and screened for organic vapors. The Rock Quality
Designator
(RQD) (Deere, 1971) value will be calculated for each core run.
The RQD is
computed by summing the lengths of all pieces of core equal to
or longer than
4 inches and dividing by the percent recovery. The result is
multiplied by
100 to yield the RQD in a percentage form that can be recorded
to the nearest
5%.
Rnn - Sum of Length > 4 inches y inn RQD - Total Length of C
o r e X 1°°
This value provides an estimate of the extent of natural
fractures occurring
in the core and provides guidance in determining the most
permeable or water
bearing zones of the bedrock.
5-6
-
Upon completion of the bedrock coring, the borehole will be
enlarged to 6-inch
diameter and a 6-inch permanent casing will be grouted into the
upper 5 feet
of bedrock. The 6-inch borehole will then be advanced to
approximately
50 feet into the bedrock using a roller bit or air hammer
drilling
technique. The well will be secured with a locking cap and lock
and left as
an open borehole well to facilitate borehole geophysics and
packer testing. A
typical bedrock monitoring well construction log is shown in
Figure 5-2.
If bedrock is shallow and subsurface information indicates that
the upper ten
feet of bedrock may play a significant role in bedrock
groundwater flow and
therefore a potential pathway for the migration of contaminants,
a second
bedrock well will be installed in the upper 10 feet of the
bedrock. This well
would be installed using 2-inch I.D. Schedule 40 PVC and
constructed in the
same manner as an overburden well. This construction would allow
the
installation of a proper bentonite seal at the
bedrock/overburden interface
and at the same time allow a well screen (5 or 10 feet in
length) to be
positioned close to the top of rock.
5.2.2 Overburden Monitoring Well Installation
The overburden monitoring wells will be screened in the most
contaminated or
permeable zone. If screening results indicated no contamination
and if no
significant changes in strata permeability are observed, the
wells will be
screened just above the bedrock surface. For each overburden
well a minimum
4-inch diameter borehole will be advanced to the target
depth.
At well clusters, where an overburden well is to be placed
adjacent to a
bedrock well, no split spoon soil samples will be collected. The
overburden
borehole depth and position of the well screen will be
determined from the
subsurface data collected from the bedrock test boring as
described in
Section 5.2.1.
For overburden wells which are intended as a single well
location without an
adjacent bedrock well, the test boring will be the overburden
borehole and
continuous split spoon samples will be collected as described
in
5-7
-
PROJECT JOB NO. WELL NO. MONITORING WELL INSTALLATION
DRILLING CONTRACTOR- COORDINATES. N. 1453445 p. 716830 NEBC
BEGUN 10-30-90 SUPERVISOR: D Dopkm WELL SITE. WATER LEVEL.
DEPTH/ELEV. FINISHED 11-2-90 DRILLER: M St John
TOP OF LOCKING DEPTH IN ELEV. IN y SURFACE CASING
REFERENCE POINT & ELEVATION
TOP OF RISER CASING VENTCATED EXPANSION CAP GROUT \
CURTAIN "^X XV. . GROUND ^/^ X x ,/ X X\ jf SURFACE
ftt^&Kl GENERALIZED \x X X X/x X •̂ —/-LOCKING STEEL
PROTECTIVE CASING GEOLOGIC LOG \ X X
\X X x X V Dia:6' Depths below ground surface: \ K X x <
X
X X xxy
x >^_ 6* dia. steel casing x X x
x40' - 60' » silt x ' X*— GROUT: X X x x Mxtura/Ouanooos
Manufacturerx
60' - 981 - clay X x Cement 80 IDS. Portland x X X
X x X60' - 98' - clay x RISER CASING' xxX X
98' - 1 00' - sand Xx X Material Information: PVC
x x X x X x Xx XBEDROCK ^m^^m >MM
/ j ,
5.0' WV/
•̂•̂ ••̂ M *— BOTTOM OF CASING
6"
METHOD DRILLED:
METHOD DEVELOPED:
^ Bf»Trr*j r* um c
TIME DEVELOPED: HOLE DIAMETER:
I-*- 6" -*4 COMMENTS: ft£§ FIGURE 5-2. Typical Bedrock
Monitoring Well Construction Detail
5-8
-
Section 5.2.1. In addition at these locations, to confirmed the
depth of
bedrock, to analyzed the rock integrity of the upper bedrock
surface and to
screen for organic vapors, approximately 5-feet of bedrock will
be cored using
an NX core barrel.
After the overburden borehole has been advanced to the required
depth,
procedures for well installation are as follows:
Verify the bottom borehole depth by measuring with a weighted
fiberglass tape through the auger flights or casing.
Bentonite pellets will be added slowly to rise the bottom of the
borehole to the required depth for the placement of the well
screen.
• Monitoring well casing will consist of new, 2-inch diameter,
Schedule 40 polyvinyl chloride (PVC). The casing will be
flush-threaded riser pipe with end caps. PVC screens will be
installed in monitoring wells. The machined screen slots will be
sized to retain at least 90 percent of the sand pack. Individual
screen lengths will not exceed 10-feet.
PVC casing will be suspended inside the augers or casing and
clean well-rounded silica sand added slowly as the auger flights or
casing is removed. Estimates of the volume of sand needed to raise
the sand pack to 2-feet above the top of the screen and frequent
tape checks will be made to avoid bridging and assure proper sand
placement.
• Bentonite pellets will be added slowly after the sand pack has
been emplaced. The bentonite pellet seal will form a barrier to
keep the bentonite/cement grout from penetrating the sand pack. The
pellet seal will be manually checked with a weighted tape to assure
that a minimum two-feet exists. If the bentonite pellet seal is
above the existing water table, clean potable water will be added
to allow proper hydration. The pellet seal will be allowed to
hydrate for at least eight hours.
• The bentonite/cement grout will be installed and will consist
of Portland Type I or II cement mixed with clean potable water and
2-5% by weight powdered bentonite. The grout mixture will be
tremied into the hole and be allowed to set for a minimum of 48
hours before development to effectively seal the well. The sides of
the grout seal will be nearly vertical at the surface to prevent
frost heaving.
• Wells will be vented with a 1/4-inch hole drilled in the above
ground casing.
5-9
-
• A locking protective casing will be installed over the well
immediately after well installation.
If the well location is such that vehicular traffic is a
potential hazard then guard posts will be installed.
• Well identification will be clearly engraved on the outside
protective casing as well as the placement of a metal
identification tag secured on the inside well casing.
• A well construction detail will be completed for each
monitoring well installed (Figure 5-2 and 5-3).
5.2.3 Monitoring Well Development
Monitoring well development will be performed after the grout
seal has set for
a minimum of 48 hours. Well development will be continuously
supervised by
the site geologist or engineer. Development protocols are as
follows:
• Measure the static water level and total well depth.
• Measurements to determine the presence of the immiscable phase
of non-aqueous phase liquid (NAPL) in groundwater will be made
coincidently with the groundwater elevation measurements using an
oil-water interface probe.
Surge the well with a surge block and/or bailer followed by
removal of well water with a bailer or pump. Wells will not be
pumped dry.
• Well development should continue until a minimum of 3 to 5
well volumes have been removed and until temperature, pH, and
conductivity measurements have stabilized to within 10%. These
measurements will be recorded every purge volume.
• Well development samples will be retrieved every 15 minutes to
monitor turbidity and percent of fines over time.
Slowly recharging wells will be developed as follows:
• If possible, water will be removed from the well at a rate
equal to or less than the recharge rate of the aquifer by use of a
pump or bailer
• If the above technique is not possible, the well will be
surged and pumped using a closed bottom bailer in an effort to
dislodge fine materials from the screen and sand pack.
5-10
-
PROJECT. JOB NO WELL NO MONITORING WELL INSTALLATION
DRILLING CONTRACTOR- COORDINATES NEBC N 1453445 E 716830
BEGUN: 10-30-90 SUPERVISOR. D. Dopkn WELL SITE WATER LEVEL
DEPTH/ELEV. FINISHED 11-2-90 DRILLER" M St John
TOP OF LOCKING DEPTH IN ELEV IN REFERENCE POINT & ELEVATION/
SURFACE CASING
>TOP OF RISER CASING
VENTILATED c EXPANSION CAP GROUT \
/CURTAIN — ̂ ^*X ?Sw / GROUND \ / X X\^ / SURFACE
GENERALIZED \x X x x/ X X •* / LOG KING STEEL PROTECTIVE CASING
GEOLOGIC LOG \ X X
X/\X X X X / uia 4" Depths below ground surface: \ x X X X s
X X (x/
x X (., ... 4" *lia. steel casing X x
X 40< length 40' - 60' . silt x x
X J >*— GRC >UT. X X x Mixture/Quantities Manufacturerx
X
X60' - 98' - clay x Cement: 80 Ibs. Portland x x X Xyx X60' -
98' - clay x RISER CASING:
X X1* 'x 98'- 100' »sand L x X X Inner Da i: 2" x Material
nformabon: PVC
x xx x x X
1 1x X
«— TOPO FSEAL
ANNUL ARSEAL Quantity: 1Olbs.
Material Inh jrmation: Bentomte Enviroplus Medium
Manufactun »r: WYO-BEN ii*— BOTTO M OF SEAL i-" T/^O *^C
SCREEN
— l FILTEF I MATERIAL
— Quanti y: 1 bag
— • Matera J Information. N J. #2 silica sand . J
— m m m Manufa cturer: Mono
— •
EN:
* — InnerClia: r — Open IT ig Width: .010"
METHOD DRILLED: h»* m Materu il Information: SCH 80 PVC
— BOTTO M OF SCREEN • . .. 7* METHOD DEVELOPED: • • ^ Qrt-n
TOMOFHOLE
TIME DEVELOPED: 3 hrs. HOLE DIAMETER:
h«- 4" -H COW MENTS: m.M.*J^
FIGURE 5-3. Typical Overburden Monitoring Well Construction
Detail
5-11
-
• If the slowly recharging well does not recover to ninety
percent of its static water level within six to eight hours, one
well volume will be removed.
• If the slowly recharging well recovers in less than six hours,
a minimum of two well volumes will be removed.
• Well development water will be allowed to drain back on-site.
Refer to Section 12.
Physical characteristics such as color, odor, turbidity, the
presence of separate phases, odors, etc. will be noted throughout
well development operations.
Also noted in the field logbook will be the duration of
different development methods (time spent bailing, pumping) and
estimated quantities of water removed.
5.3 SLUDGE DISPOSAL AREA SOIL BORINGS
In order to characterize the extent of soil contamination within
the sewage
sludge disposal area, ten shallow test borings will be drilled
in this area.
The location of these borings are shown in Figure 5-4.
The soil borings will be advanced to a maximum depth of 20 feet
below ground
surface using minimum 4 inch diameter hollow stem augers. Soil
samples will
be retrieved with a 3-inch outside diameter (OD)
California-modified split
spoon sampler lined with four, six-inch long stainless steel
tubes. Advantages
of the use of liners are that the loss of volatiles is greatly
reduced when
the sampler is opened (See references included in Appendix).
Standard
penetration tests will be conducted using ASTM Method 1586. The
split spoon
sampler will be driven 24 inches by a 300 pound weight with a
30-inch free
fall. Samples will be obtained continuously from ground surface
to the water
table and every five feet thereafter up to 20 feet below ground
surface.
Standard practice for description and identification of soil as
described in
Section 5.2.1.
Two soil samples collected above the water table will be
submitted for
laboratory analysis of TCL volatile organics, semi-volatile
organics, and
5-12
-
•"oo ° ^ n: °°>. •^ oO
^ E
= 5 ° oo
=
mj; D
*
I
—I O
•>0a.o
»l — 0"S.a 5o t 2=
Ia.
k. O a. 1/1
at -ti OO tn ° o « o. E o >- to 1_ O>
0_ 0_
-
pesticides/PCBs, TAL metals, cyanide, selected water soluble
organics
including n,n dimethyl formamide and total combustible organics.
The samples
selected for analysis will be based on field screening using a
photoionization
detector. Soil sampling procedures are described in Section
8.0.
5.H COVER MATERIAL PERMEABILITY SAMPLING
To further evaluate the infiltration of runoff water through the
existing
cover materials placed on the disposal areas, soil samples of
the existing
cover materials will be taken in the solid waste and bulky waste
disposal
areas as shown in Figure 5-4. The samples will be collected
using the drill
rig, on site during the installation of the monitoring wells.
The California
modified split spoon sampling technique will also be used to
collect the
permeability samples.
The liners containing the cover material sample will be
submitted for
permeability testing to a geotechnical laboratory subcontractor.
This data
will be used in conjunction with in-situ infiltration data
collected by Mark
Brickell (Brickell, 1982) to determine the amount of water which
potentially
can infiltrate through each disposal area. For planning
purposes, up to five
samples will be collected.
5.5 LANDFILL SETTLEMENT PLATFORMS
Up to twelve settlement platforms will be installed at the site
(six platforms
in the solid waste landfill and three each in the sewage sludge
and bulky
waste landfills). The platforms will be installed, as shown on
Figure 5-5
using the following procedure:
• Excavate with backhoe to a depth of 5-feet below existing
ground surface at specified locations within the landfill.
• Pour concrete in excavation bottom to a thickness of one
(1)-foot.
Install 1/4" x 24" x 24" steel plate with welded bracket for a
1-1/4" diameter pipe. The steel plate shall be carefully leveled on
concrete 1 ft. below the prepared subgrade prior to placement of
additional fill.
5-14
-
EXISTING LANDFILL SURFACE
COMPACTED BACKFILL
1/4"x24"x24" STEEL PLATE
4" DIA. PVC CASTING PIPE 12"MIN
6' SECTION OF 1 1/4" PIPE (SCHEDULE 80) WITH STANDARD PIPE
THREAD AND COUPLER FOR FUTURE EXTENSIONS
SET ON MATERIAL 5' BELOW EXISTING GROUND SURFACE
CONCRETE OR COMPACTED EARTH FILL LEVELING GROUND
FIGURE 5-5. TYPICAL SETTLEMENT PLATFORM
CONSTRUCTION DETAILS
5-15
-
Attach 5-foot section of 1-1/4" diameter (Schedule 80) pipe to
coupling.
Backfill excavation with 6 inch thick compacted soil layer.
Install 5-foot section of 4 inch diameter PVC casting pipe.
• Backfill excavation with one 14 inch thick soil and compact.
The space between the casing and the riser shall not be filled.
Backfill remainder of excavation with excavated materials.
5.6 INSTALLATION OF PERMANENT SOIL GAS SAMPLING POINTS
The permanent soil gas sampling point is installed into a
freshly made pilot
hole. The method(s) used to create this pilot hole will depend
on the depth
of the desired sampling and the difficulty of penetrating the
soil material.
A sampling tube slotted at one end is inserted to the bottom of
the pilot
hole. Glass beads or coarse Ottawa sand are poured down the hole
to fill it
to the uppermost level of the desired sampling range. Onto this
crushed
benconite is poured followed by a small quantity of water. The
hole is then
backfilled to within a foot of the surface. The well is secured
by the
installation of a PVC or steel well cap.
A minimum of 24 hours will be allowed for the bentonite to seal
before
sampling. The soil gas will be sampled from the tube and
analyzed in the same
manner as described in Section 8.0.
5.7 SOIL CLEANUP
All drill cuttings will be screened with a photoionization
detector using
headspace analysis to characterize the soil cuttings. Refer to
Section 11 for
methods of storage, testing, and disposal of soil cuttings.
5-16
-
5.8 HYDROGEOLOGIC FIELD ANALYSIS ACTIVITIES
Groundwater and surface water elevation measurements, stream bed
conductivity
measurements, and hydraulic testing of the saturated soil
materials are
discussed in the following text.
5.8.1 Groundwater Measurements
Static water level measurements will be made in on-site
monitoring wells
during a single 24-hour period; groundwater elevations and
hydraulic gradients
will be determined. A set of groundwater elevation measurements
will also be
obtained during each sampling episode.
Measurements to determine the presence of an immiscible phase of
non-aqueous
phase liquid (NAPL) in groundwater will be made coincidently
with the
groundwater elevation measurements using an oil-water interface
probe.
In addition, up to six wells will be selected for long term
monitoring of
water levels (3 months) using in-situ data loggers and downhole
pressure
transducers.
5.8.2 Surface Water Elevation and Velocity Measurement
A maximum of ten surface water monitoring (staff gauging)
stations will be
established in the vicinity of the site (Figure 5-6).
These stations will be used to monitor changes in surface water
elevations
along the Saugatucket River, Mitchell Brook, and the unnamed
brook near the
landfill. This data will be compared to seasonal groundwater
elevation
fluctuations in order to assess the relationship between
groundwater and
surface water.
Stream flow velocity measurements will also be made at each
station to
determine the direction and velocity of the surface water.
Velocity
measurements will be made using a Pygmy current meter. Because
stream
5-17
-
0>
oO
_t_
JTo•5
O V
. o E
L. ->
o a, =
C O
»« o *
c _
O • o• o .0 o
oin
Ul§O
tD
CD
SE O IS> —I TJ O «-
O. O O O o. o i-J-<
o o CO
CO
o I"
-
velocities will vary through a cross-sectional area of the
stream, a
determination of sufficient point velocities will be required to
permit the
calculation of an average velocity for the stream at each
station. At each
station the stream will be divided into vertical sections such
that no section
is more than approximately 10% of the total flow. Velocity
measurements will
be made at two-tenths and eight-tenths of the depth below the
surface and
averaged together to obtain the mean velocity in each vertical
section.
The sum of the mean velocities from each vertical section will
yield the
average velocity at that measuring point in the stream; the
average velocity
multiplied by the cross-sectional area will give the total
discharge.
It is anticipated that surface water elevation and velocity
measurements will
be collected during surface water sampling.
5.8.3 Streambed Hydraulic Conductivity Measurement
Up to six streambed conductivity measurement devices will be
positioned at
selected surface water elevation stations.
Based on the relationship of water levels for groundwater below
the streambed
to surface water levels, each location can be classified as
points of
potential groundwater recharge, potential groundwater discharge,
or low
gradient ("stagnation") points.
When groundwater is observed discharging to surface water a flow
rate will be
measured. This data, along with water level data will be used to
determine
the hydraulic conductivity of the streambeds by applying
Hvorslev's equation
(Hvorslev, 1951).
Hvorslev's equation states that:
Kh = Q In {L/D + [1 + (L/D)2] 1/2 [2 II L h]}~1
where: k^ = horizontal hydraulic conductivity, (cm/sec) Q =
Discharge from the piezometer. (crrH/sec) L = Length of the
screened interval, (cm)
5-19
-
D = Diameter of the screen, (cm) h = The change of head between
the piezometer water
level and the surface water, (cm) II = Pi
The specific type of device and construction details for the
streambed
conductivity measurements will depend on the flow velocity,
water depths and
accessibility of each location.
At locations where stream flow is low and water depths are
sufficient to place
an end section of a metal drum below the water level, a seepage
meter will be
used. The seepage meters will be constructed by cutting end
sections from a
metal drum, and attaching a plastic tube and bag in an
arrangement similar to
that shown in Figure 5-7. The seepage meter can be installed by
pushing
slowly into the river bottom sediment and tilting it slightly so
that the vent
will function properly.
If seepage meters cannot be correctly installed due to high flow
or low water
depths, mini-piezometers may be installed temporarily at the
location using a
small diameter, hollow steel pipe that is driven into the river
bed. A
translucent plastic tube is inserted and the pipe is withdrawn
as shown in
Figure 5-7.
When installed, the head differential with respect to the river
surface can be
measured through the semi-rigid translucent tube. The elevation
of the river
surface will be measured using a staff gauge installed and
surveyed at each
seepage meter location.
It is anticipated that streambed hydraulic conductivity
measurements will be
conducted during surface water sampling.
5.8.U Hydraulic Testing
Hydraulic testing of the overburden and bedrock groundwater at
the landfill
will be performed to evaluate the physical characteristics and
interaction of
the two flow systems. The hydraulic testing will consist of two
elements,
slug testing and bedrock packer pump testing.
5-20
-
FIGUPF 5-7
WATER SURFACE
A - PLASTIC BAG B - POLYETHYLENE TUBE STREAM BED
C ONE HOLE RUBBER STOPPER WITH POLYETHYLENE D END SECTION OF A
STEEL DRUM
PLASTIC TUBING
WATER SURFACE
SEDIMENT SURFACE
STEEL TUBE
•PIEZOMETER SCREEN
BOLT
1 TUBE DRIVEN INTO THE SEDIMENT 2 PLASTIC TUBE WITH SCREENED
TIP
INSERTED IN THE CASING 3 STEEL TUBE IS REMOVED LEAVING
PIEZOMETER AT DESIRED DEPTH
TYPICAL SEEPAGE METER AND MINI PIEZOMETER CONSTRUCTION
DETAILS
5-21
-
Slug Testing. Slug tests will be conducted on ten selected wells
to determine
the hydraulic conductivity of the saturated geologic materials
at the site.
Wells selected for slug testings will be based upon the need to
determine the
conductivity of the material in which each well is
positioned.
The slug test will be performed in accordance with the following
protocol:
The static water level will be measured.
A solid slug of known volume will be instantaneously introduced
into each well.
Using an in-situ data logger and downhole pressure transducer,
the recovery of the water level in each well will be measured and
recorded with time until the water level reaches the previous
static level.
• The slug will be instantaneously removed and the recovery of
the well recorded as described above.
• If the water table is below the top of the screen only slug
removal will be preformed.
• The slug tests will be duplicated, if necessary.
If the volume of water displaced by the solid slug is
insufficient in providing a recovered time acceptable for analysis,
a larger volume of water may be withdrawn or injected by tne use of
a pump.
The data will then be plotted on semi-logarithmic paper and
analyzed using
either the Bouwer and Rice (1976) method , the Cooder,
Bredehoeft and
Papadopalos (196?) method or the Hvorslev (1951) method.
Bedrock Packer Pump Testing. Packer pump tests will be conducted
in up to two
of the open borehole bedrock wells at the landfill. Wells to be
packer tested
and corresponding packer test intervals will be selected based
upon inspection
of the bedrock core obtained during drilling and the results of
the downhole
geophysics.
Each packer test will involve removal of water from a discrete
interval within
the bedrock borehole. The test interval will be sealed out from
the rest of
5-22
-
the borehole using inflatable packers. Measurements of drawdown
will be made
in the pumping well and the adjacent observation wells using
automated data
loggers. In addition to monitoring changes in well water levels,
measurement
of surface water elevations in the Saugatucket River, Mitchell
Brook, and the
unnamed brook will be made. Also, time series water quality
field screening
will be conducted during the test. Field analyses will be
performed by using
a field gas chromatograph (GC). This water quality analysis will
provide
information regarding fluctuations of potential bedrock
groundwater
contaminants over time and provide data to determine the fate of
the
groundwater removed during the packer testing. It is anticipated
that an
onsite holding tank will be required for temporarily storage of
discharge
water generated from the pump testing prior to onsite
discharge.
5.9 SITE SURVEYING
A Rhode Island licensed surveyor will survey all
sampling/monitoring stations
including: monitoring and residential wells, surface soils,
surface
water/sediments, staff gauge, and soil borings and surface
geophysical
lines. In addition, one hundred points identified during
ecological
reconnaissance will be surveyed.
A notch will be made at the top of the PVC riser pipe of each
PVC well and a
mark will be made on the steel casing of the bedrock wells to
establish the
elevation control for the monitoring wells. The PVC inner
casing, the outer
protective casing and the ground surface will be surveyed for
vertical
elevations.
The surveyed elevations and state coordinates will be plotted on
the base map
prepared by the USEPA Environmental Monitoring Systems
Laboratory in May
1988. Surveying will have vertical and horizontal accuracies of
0.01 and
0.1 feet, respectively.
Also, the twelve settlement platforms installed by the drilling
subcontractor
will be located and elevations measured four times during the
field program to
aid in determining landfill settlement. A topographic survey
update of the
5-23
-
three landfills will also be conducted. All bench marks and
control points
will be clearly marked on the appropriate base map.
5-24
-
6.0 FIELD SAMPLING
6.1 SAMPLING SCHEDULE
The field investigation will include sampling and analysis of
groundwater,
surface waters, leachates, sediments, surface soils, soil
borings, cover
material, monitoring well borings, and soil gas.
The anticipated sampling schedule for the Rose Hill site is as
follows:
Round One - Spring 1991 Existing Monitoring Wells (Site
Reconnaissance) Landfill Gas Emissions*
Surface Waters Leachates Sediments
Round Two - Summer 1991: Existing Monitoring Wells New
Monitoring Wells Landfill Gas Emissions* Permeability Test
Locations Surface Waters Sediments Monitoring Well Borings Surface
Soils Soil Borings
Round Three - Fall 1991: Existing Monitoring Wells New
Monitoring Wells Surface Waters
Round Four - Spring 1992: Existing Monitoring Wells New
Monitoring Wells Landfill Gas Emissions* Surface Waters
Landfill Gas Emissions will be sampled during rounds one, two,
and four of sampling to support the extent of gas migration into
the soil surrounding the landfill.
The parameters, analytic methods, quantities of samples and
associated QA/QC
samples are summarized in Table 6-1.
6-1
-
•M rvi rsi rg
-
U U
—a, « - j - ^ -N i - s i r s i -M rNJ fM-N - N l 1 1 1/1 t 1
1
x 3 "̂
-a
U ' " * O ' O "O - o - » H k < u 3 * f l3*-»|-^QH-*^ - * t -
3 ' O 4 J 3
O - a - * " a » u ^ « c s ( j ^ f l u c s c to a.
6-3
-
i -a ^ CO
7) c
( \ J «— «— «— «— «— «— r— T ̂ «— »— i i i i CO r-. i i i i
a. X 3 -H Q
JJ -0 Cd C
g CO K a - o < c * c * a N O c * o > c * o v o in in in in
_] c lu a 3J
a;.*-» nsd c C \ J f M f \ J f M f M f M C \ I C M C M C \ J C M
i i i ti i i tX
Cd E2 1 — QC.i y •S CO
-u
^ E CO r u O J C M C M C M C M C M C M C M C M C M i i i i§3 ^s
QL _x i i i i O --I C
z 3 0]
U CQ* a
i CO 3? d C in i i i i i i i i i i i i i ii —i n) i i i i i i i
i i i i i i i CO £ m J
M1 co ° Q. i n i n i n i n i n i n m i n m i n in in in in in ^*
^
CO
o X cs
T3CO O
5 CO CO CO CU O CJ U
^^ 2: n co co ~* •'̂ •*"••o CJ CJ CJ C C C
I •tH —* ~* nj nJ
-
•o'—• tn
in cu ^ j> o
CL r. , _ , _ , ,— ,— , _ , ^ _ , . ^ r- •— 1 1 1 1 CO rt 1 1 1
1
Q. X 3 - Q !• jj T3
2 §
£ CO a M O O O O O O O O O O CO CO CO CO _] _]M
C£-, Cb a 3 -J v a
41
M £
(B O •*
•— — 11 1 1
1 1
1 1
u a QZ
i
2 £.u _ _J Q Cu £ 01 i. —i e- 03
ro i1 i 1
i 1
i 1
I 1
i 1
i 1
i 1
11 1
1 1
1 1
1 1
1 1
1
_! «S
i > 3
W
•^5 ° Q.
»i co oo oo r*3 ^J co co ^o t^^ CO CO CO CO CO CO u. CO o >l
ce
CO •a of—
"O
1 W4
jj
ij(U z 1—I(fl CJ
no~HCttfOO
en o 'H C «J bO
en o ^ C ITS M
enCJ
—< c
OJ M> i.
O
n CJ —i c Cfl U)
I* O
in O • c (TJ M i, O CO
o 1
o
I *' ,_
4> >, ffl
c eC
i. t- t. C C C 1 o o o >—' ii —• o QU CU Cu CU Cu ^4 (fl CO
PO h J _ J _ J _ J » J . J . c £ < C C \ J U C J O O O C J C O C
O < S
C£CO
"~.o
< £ . — CO CiJ
~~. o
• — ' CiJ
"~. o o o
— 3" M «*
1 VO
a s e-
—»ja-—
enIDc
en o
0)CJ -̂ H
c nj
so L.
in ~* njj> cu n
tnocnj(Ot.
cu a E nlE t. c
3 —i O oi z ^ 0 0 Z -~
cu—1J3
C»
—1 >, CU
>> 4J
CO >> X O
I_
§«̂ 01 a.
4 J> O ̂ CO r—< CJ
X 3- (0 tu O —t — CU —l T3 CO 8 CO
U T J — i o - < w ^ > a > c o o c — • > c j — o ' o
a> « ta *j i H a f- < c UH OJ i 4J C T3 OS T3 — I E t n J J t
S Q O t . 3 t - O C U C U < S ' * > > O O i O c o r o >
c o c M E - £ - o c a e - z
3 •• £ C.—i 60 J> 3
to O C CU JJCD ef) < E n>Tj -a -> t--i S_ 3 t3 CU
C« CU t 1 O.—i jj o c E3 n j c - c u ^ :
co 3 - "O « CU •u >CJ 1
3 O TD tn c n o ~
0 a
6-5
-
AN
ALY
SE
S
QA
/QC
Equip
ment
Bla
nks
T3 ^ CO
.0 a
^£ c -.CJ a. -i »— •— »— « • < < «— 1 1 1• — 4
CO —I 1 1 1 CL
x a —< a J-> 13
1 -. C7 ̂ CO CO CO CO CO CO CO CO CO t*Q
-3 C
i e
j o cti c *>~ «^ v-~ 1— v— f— ^ v— ^— r~ 1 1 1
1 1 1s co "c
n _Ld
j a 3td
cc i.
1 CO
1 1 - - 1 1 1
a 3
3 COi a. c •— 1 1 1 1 1 1 1 1 I I 1 1 -i nj 1 1 1 1 1 1 1 1 I I
1 1 i. "1% H ca
i co i ° a. VO ,̂ * vo^ ^ ^ ^ ^ ^ ^ 0 vo
CO Cb o
cc
1 T3 O ^j n co co
^* _ 3) CJ CJ 0 I o) co ») —1 -« _
o a 0 C C Cs CD c c c M bo bo * C e .T* J nj g CB t i- i.
ttf 00 00 O O O 03
I^ -^ s- c c c i •
>• 0 0 o -• -* — o =T 0 O 0 C if? r—J - ff1 1
«- CJ CJ c j c j c j c j c o c o a : c o u CU
3 03
fr7> co tu CJ •A _a -_a _«
c -i C E CB U CB d aa .u) bO E
O i. n v co £_ t_ -. o Z -i O O c CQ CB CM ca ai CJ T3 l->
^i. - **^ > ^* ^™, o •. ^ ̂ Q^ 4-J 0 ±> 10 ~H CJ 3 00£ i •̂
^
1̂ ^3 (TJ O J O —* —• —* C AJ 3 > aj (d C
-
•o^ to
!0 CU O e
woOJ • - • - • OJ OJ OJ
* - ! > - • - [ -oj — oj -
CO
_1 •J
i •n CO^_> td o OJ OJ OJ OJ CM OJ OJ OJ
_] .
_J_1
r-H
Q.
3 O
I td
'A\J cc
1
c/3ClJ CO X
til 4J
_1 C 0. ,
^H rd c 4
coO•**Cidt>Oi-oa,j.O
co O -H C td GO i, o a.j
CJ
co U —4 C co tO t
o a.jU
co CJ
~* C
fO 00 t.
O C —
a. —jO
to CJ
c CO QOi. o c *""a,_JCJ
C—CT\ OJ Q
co
i —* E CU CO
c o CO —4
en to cj jj
Q CU ^ Z
co CU H T3 tfl
—4 -P o o
._. H -u CO _J
CU 4 0. f-
CU•a.rtC(0>,
CJ
O 0
H
(U "a .-4 CM
-H 3 CO
cu N
CO
C —.
tfl t. CO
6-7
-
•a ^ .0
TJ JJ
~" oo.~*
OJ OJ OJ OJ OJ 11 1 1
1 1
1 1
1 I
CL X 3 -i Q L. JJ T3 fl C ac m
til 3 OJ OJ OJ OJ OJ OJ
CO 2 -1
i co 3 jj
o OJ OJ OJ OJ OJ OJ — — •- — i
,-H
3 Cd
co a 3 S 1.
^ as -U i
a CO ^?
u cQr (y "^v E co
ss-^ 3 to CT-H
OJ OJ OJ OJ OJ 11 1 1
1 1
1 1
1 1
2 U CO
5 o « M CO a 1
a. c -. as (M OJa
*— oj OJ a
oj oj 3
a
«— ro 3
a
8 CT>
3 co
,5* C o
OJ
T3 C 3 O cc
00 c •H
L. 3
Cd -o
CO •o
H CO o
ofl)
c _l >>
QJ o
^^
t. D
4)E t. •a X
OZp—i05^5O
_J—Oco
T3 C 3 Occ T3 C oj
t -i v. O JJ to
fl H) 4) ^H ^J p—4 O ^ — => O jj i
«e
JJ —* —l
-> XI aj 0)
E t.
D a
(—4 ft 3
CO OJ -̂(
a. s
c^ 6-8
-
•a^—* tr
:o o> o> JJ .* as —• a CL i 1 1 1 1 1
1 1 1 1 1 ICO^ X 3
—i O i.jj -a £ §
gS3 rH
OJ \^ VO vQ v£) ^Q CTV lO V4Q vJO vO -=T Jj -j 0
NH Cl3
_i CO11
d 4-1 a
CM CM CM CM CM CM 5Q
CO a. a
cu tt tj £ Cu ^cc 2:
41 CO
a 1 .u C
E to88 Ol
i i i i i CM CM OJ CM CM 1 ~ji 1 vO CO — ^3- O o O >- -i r̂
O£ ~H — OJ •— CTs f— r- cc
a) oj oj m en CU CU Cu Cu CU O c oj 3- .=r 3 oj —J J J —1 —1 CM
OD
^* «i a a a co a cj cj o u cj a C
NO 1 î.
3 r_i CO T3 3 g T3 S t-^ 01 JJ r~* «z CO O y o 01
2 c ~H -> E aj a> o j-> £ C >, -J 60 —I Cu Ol ^H H O
J 4J i—i t- -< ^ X i- cj 01 -i O O •>-> co ^
L. J N M -H co as 01 ^H 2^ Ol 1— Ol -H t. -1 O) -t T3 flj 4J 03
L. CO 01 13 Ct) -H O •< J-> Oi « 01 « 3 OO M O -" > 0 O -O
Ol E U 4-> C L. Ol
-
X
"D c CU CO ^* o
r* >J
3
CU j3
c o 4J
01
a. e -o
cffl
fl a E
to o —4
-^
(3C CO —1
-4 O
0
UJ LH
~" n
•*Q
E"̂
•̂ ^^H ^ fl i. c o fl 2
H) fl i~*a c s o to Q.
3 to O —t si -a H C
fl
CO -J •H
a I
cotjj_JQ*
. CU t- —I ai s: cu
^~ ^^ ,-H E £ -4 a. £.2-1 HI 1 fl ,—4 3 JJ 3 -H a.
^o C O -H C— CT t. to cu E •̂fl o o •- HI JJ 1 -4 a.
u -to a. co
fl to 3 HI to C >> E
cu tO -H —t CO TJ XS •° « cu fl CO -4 CO a. a. jj to -a C -—4 i
E (fl >> 41 U -< O Jj•̂ fl 3 fl eo fl*•* 3 to to cu fl jj
co o EOS Jj C -I CJ —• i-
C—, O CO T3 -i tfl -< jj OCO ^ C o fl fl n HÎ C 3 C 2 O 3
"fl (-H i *
«-J fl O t. 0 -I CO ao fl :* CJ fcj rH t. cu - 13 C t. C £. EU
ca JO JJ C fl CO • O CO O (fl ^f g^ E 00—1 CO 2 L. cu o 3 •a- fl [_
H) flt. —1 fl C 13 i. 0 £ -4 -4 fl L. aJj 4) 2 „ S fl HI O *"> E
cu t—4 C H1) CU CL, t. a. Jj e 3 co o c O fl -i is a _) O fl •a
•• CD- I H •Z. 3 O 3 CO O C Q. co E f- cc c -o wL* z -a ca o Er*
~^ ^^ ff-^ ffm^fl c t. o n a •oa. 2
-
CO COa*
^H a
4 -
Q̂-
a. UJ CO
3 c"
» 0 r , C •rH •-. 0 Jj
CO Jj i.
J £ C •J c o
i3 _) d —
CU CJ
1 03
c o
CJ
•a cu i
m COty\«
vO CO
s. QJ
aO E
Cxi
a OS
' a
y
3 i 71
3 21 „
CO
CO
J=cjueg
OCM0
0)>
o z
-
6.1.1 Groundwater Sampling
The initial round will involve sampling on-site wells and
selected residential
wells to verify current contamination.
To characterize seasonal variation in groundwater flow, three
additional
rounds of groundwater samples will be collected from the
eighteen (18) new
wells and from the twenty (20) existing landfill and residential
wells as
outlined in the EPA SOW, 1988 (Figure 6-1).
During the third and fourth rounds of groundwater sampling, it
is proposed
that five existing and ten new monitoring wells will be sampled
to verify
previous analytical results. Information obtained from the wells
will be used
to determine the vertical and lateral extent of the
contamination, and to
evaluate source containment, and groundwater extraction and
treatment
alternatives. Samples will be collected for laboratory analyses
and field
parameters measured as outlined in round two.
6.1.2 Surface Soil Sampling
Twelve surface samples will be collected from 0-6" during round
two to
characterize the surface contamination of the potential source
areas
(Figure 6-2). Eleven samples are indicated on the figure. The
twelfth sample
will be collected in an area of visible soil staining. Its
location will be
based upon field observations.
6.1.3 Soil Boring/Permeability Test Sampling Locations
Soil borings will be collected from the ten borings drilled in
the sewage
sludge areas and the five permeability test sampling locations
in the solid
waste and bulky waste area (Figure 6-3). Since the sewage sludge
area has not
been fully characterized the soil borings will be used to
determine areal and
vertical extent of soil contamination. Two samples will be
collected from
each boring above the water table. Selection of samples for
analyses will be
based on field screening. These samples will be collected during
round two.
6-12
-
ct:
o o o> c/> o
CD
o
O C E
_ = oin LU CJ3
E °
o to
00 x o
o e
-
v>
o
E 5
- »
I ^
o _•2~~tl 53 oV> _j
-o o,
•>—
IfO Ci- O
O- (/>
" — "o •
Irt
o
n^
S " o
>. Q_
oin
O O
CMJ.UJ
OC=
52
o>
^I
OO
« _ t> -—
-S£
>—»
CO CD
-
o o
'o£
S a: °° ^
-
In addition, to further evaluate the infiltration of runoff
water through the
existing cover materials, soil samples will be collected in the
solid waste
and bulky waste disposal areas as shown in Figure 6-3.
6.1.4 Leachate, Surface Water and Sediment Sampling
Previous studies conducted at the Rose Hill site have documented
the release
of hazardous substances from the Rose Hill landfill. The data,
however, are
not sufficient to support a detailed assessment of contaminant
patterns or to
support an assessment of public health and ecological risk. As
determined
during the site visit, local streams and wetlands are likely
sinks for
released contaminants. Accordingly, surface water and sediment
will be
sampled at fifteen stations (Figure 6-3) in the Saugatucket
River, the unnamed
brook, the unnamed tributary, and in Mitchell Brook in potential
depositional
areas of the water bodies during rounds one and two. Ten of
these stations
will be located in the vicinity of the surface water gauging
stations. In
addition, six (6) leachate samples will be collected during
round one. The
sampling locations will be selected during field activities.
Subsequently, eight surface water samples will be collected at
selected
sampling stations during all sampling rounds.
6.1.5 Soil Gas Sampling
Thirty to forty permanent soil gas sampling locations will be
installed along
the north, south and western edge of the solid waste disposal
areas at 100'
intervals as shown in Figure 6-4. These stations will be used to
measure
methane and VOC contamination migrating off site.
In addition a soil gas survey will be conducted within the
boundaries of the
three landfill areas. Sampling points will be determined by
creating a grid
with sampling locations at approximately 100 foot intervals. The
number of
sampling points in the solid waste area, bulky waste area and
sewage sludge
area will be approximately 150, 50, and 60, respectively.
Additional sampling
points may be added to characterize areas of high soil gas
contamination.
6-16
-
•a o » . Is J° -o a:s ™!£ ! ~ 3 5 =? ._ |jj
-
Similarly, spacing greacer than 100 feet may be used in areas of
low soil gas
contamination.
As a first step during field operations, the field team will
clear the grid
nodes of dense vegetation and debris and stake them as soil gas
sampling
locations.
The permanent sampling points will be installed during the
site
reconnaissance. They will be sampled following installation and
again during
rounds two and four of sampling. The gridded locations will be
sampled only
during the site reconnaissance.
6.2 SAMPLING FREQUENCY
Soil gas samples will be analyzed on-site using field equipment.
Groundwater,
surface water, sediments, leachate, surface soils, borehole
soils, monitoring
well borings, and permeaoility test samples will be collected
for laboratory
analyses. The parameters, containers, and preservative
requirements are
summarized in Table 6-2. Complete lists of the analytes being
analyzed are
presented in the QAPP.
6-18
-
CM •^ • «V
CM \s
"3. ^J0 "o. ZT
CJ CM —*O
CM o
CM\s
CJ 3;
••s O /N C 0^ X
CdE-i
•r-̂
o >_^
co CD
>
CO a 0 t. •a =r
X a. ro
o ~2 X
CJ
• •«
•a cuM OJ
X Qr-N
T3 X^ 0 TJ OS '"H Z 0
•M /^ N X
a. î
E X O
=r os
a.3