semspub.epa.gov · 5.8 hydrogeologi analysis activitiec fiels 5-1d 6 5.8.1 groundwate measurementrs...

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


4.1.1

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


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


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

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


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


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



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)


20' (upper 10' of the water table)


90' (501 into bedrock)


35' (10' into bedrock)


20' (upper 10' of the v.'atsr table)









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

semspub.epa.gov · 5.8 hydrogeologi analysis activitiec fiels 5-1d 6 5.8.1 groundwate measurementrs...

Documents