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_USGS science for a changing world

In cooperation with the University of Connecticut

Use of Discrete-Zone Monitoring Systems for Hydraulic 

Characterization of a Fractured-Rock Aquifer at the 

University of Connecticut Landfill, Storrs, Connecticut, 

1999 to 2002

-^-553.5 ft 

' Zone 1

7/01/00 8/01/00 8/31/00 10/01/00 

DATE

10/31/00 12/01/00 12/31/00

NORTH

111 

§

m

 z. 

o

i

UJ

EXPLANATION

MW104R

O

Borehole completed in 

bedrock, and identifier

Inferred ground-water 

flow direction 

Land surface 

Wetland

Bedrock surface 

Discrete-interval water sample 

_J___,___I___.

CONCEPTUAL FLOWPATH DISTANCE NORTH TO SOUTH, IN FEET

Water-Resources Investigations Report 03-4338

U.S. Department of the Interior 

U.S. Geological Survey
Cover. Data and equipment from the University of Connecticut landfill study, Storrs, Connecticut. 

Top left: The discrete-interval hydraulic, heads in a bedrock borehole, and the completion.of the discrete-zone monitoring 

system (DZM). Top right: Straddle-packer borehole tool used to collect hydraulic heads, transmissivity, and water samples 

from discrete zones. Bottom left: DZM inflation line and datalogger used to s'tore continuous water-level data from downhole pressure transducers. Bottom right: Generalized ground-water flow paths and vertical hydraulic potentials in the 

southern part of the study area.
Use of Discrete-Zone Monitoring Systems 

for Hydraulic Characterization of a 

Fractured-Rock Aquifer at the University of 

Connecticut Landfill, Storrs, Connecticut, 

1999 to 2002

By Carole D. Johnson, Christopher S. Kochiss, and C.B. Dawson

In cooperation with the University of Connecticut

Water-Resources Investigations Report 03-4338

U.S. Department of the Interior 

U.S. Geological Survey
U.S. Department of the Interior

Gale A. Norton, Secretary

U.S. Geological Survey

Charles G. Groat, Director

U.S. Geological Survey, Reston, Virginia: 2005

For sale by U.S. Geological Survey, Information Services 

Box 25286, Denver Federal Center 

Denver, CO 80225

For more information about the USGS and its products:

Telephone: 1-888-ASK-USGS . 

World Wide Web: http://www.usgs.gov/

Any use of trade, product, or firm names in this publication is for descriptive purposes only and does not imply 

endorsement by the U.S. Government.

Although this report is in the public domain, permission must be secured from the individual copyright owners to 

reproduce any copyrighted materials contained within this report.
Ill

Contents

Abstract.................................................................................................... 1

Introduction......................................................................................... ^....... 1

Purpose and Scope................................................................................... 2

Hydrogeologic Setting................................................................................. 2

Discrete-Zone Head Monitoring....................................................................... 2

Acknowledgments.................................................................................... 5

Methods of Investigation............................................................ ^....................... 5

* Estimation of Transmissivity and Hydraulic Head of Fractures with Heat-Pulse Flowmeter Data........ 5

Differential-Head Tests with the Bedrock-Aquifer Transportable Testing Tool (BAT3)................... 6

Long-Term Water-Level Monitoring with a Discrete-Zone Monitoring System.......................... 6

Design and Installation of the Discrete-Zone Monitoring System forthe UConn Landfill........... 7

Open-Hole Head Measurements................................................................ 8

Manual Water-Level Measurements in Discrete-Zone Monitoring Systems...................... 8

Continuous Water-Level Monitoring Systems.................................................... 9

Assessment of Cross-Connections Between Boreholes........................................ 14

Description of Precipitation Data................................................................. 17

Results of Investigations.................................................................................... 17

Fluctuations in Water-Level Hydrographs.............................................^............... 17

Problems Common to Discrete-Zone Monitoring Systems and Data Loggers......................... 20

Results for Boreholes atthe UConn Landfill Study Area............................................... 21

Borehole MW101R............................................................................. 23

Borehole MW103R............................................................................. 26

Borehole MW104R............................................................................. 28

Borehole MW105R............................................................................. 31

Borehole MW109R............................................................................. 35

Borehole MW121R............................................................................. 38

Borehole MW122R............................................................................. 40

Borehole MW201R............................................................................. 42

Borehole MW202R............................................................................. 44

Borehole MW203R............................................................................. 46

Borehole MW204R............................................................................. 48

Borehole MW302R............................................................................. 50

Cross Connections Between Boreholes.............................................................. 52

Discussion of Results atthe UConn Landfill Study Area ......................................"............... 52

Summary and Conclusions................................................................................. 66

References Cited........................................................................................... 67

Appendix 1. Calibration Values and Set Depths for Pressure Transducers in Boreholes in the UConn Landfill Study Area, Storrs, Connecticut.................................................... 69

Appendix Z Open-Hole and Discrete-Zone Manual Water-Level Measurements in Boreholes in the

UConn Landfill Study Area, Storrs, Connecticut.................................................... 73

Appendix 3. Manual and Continuous Water-Level Hydrographs of Boreholes in the

UConn Landfill Study Area, Storrs, Connecticut.................................................... 99
IV

Figures

1. Map showing location of boreholes, ground-water profiling points, piezometers, and

conceptual hydrogeologic profiles in the UConn landfill study area, Storrs, Connecticut............ 3

2. Schematic diagram and photograph of the multifunction bedrock-aquifertransportable

testing tool (BAT3)................................................................................. 6

3. Diagram showing the discrete-zone monitoring system: (A) Center tubing showing multiple 

channels, (B) Packer array showing packer and port locations, and (C) lnflatable-6-inchdiameter packer................................................................................... 7

4. Diagrams showing (A) Hydraulic heads in four isolated zones in bedrock borehole MW101R,

UConn landfill, Storrs, Connecticut. (B) Discrete-zone monitoring system completion in MW101R.. 9

5. Diagrams showing determination of water levels from transducer data........................... 16

6. Graphs showing (A) Average monthly precipitation atthree locations in Connecticut and

(B) Cumulative monthly precipitation atthree locations in Connecticut............................ 19

7. Graph showing calculated gravimetric forcesfor latitude 41° 48'45", longitude 72° 16' 15"atan 

elevation of 600 feet for the period between November 1,2001 and December 1,2002............. 20

8. Diagrams showing discrete-zone monitoring system completions for boreholes in the UConn

landfill study area, Storrs, Connecticut............................................................ 22

9-26. Graphs showing:

9. Hydrographs for MW101R and MW101 in the UConn landfill study area, Storrs, Conn........ 24

10. Hydrographsfor MW103R and MW103 in the UConn landfill study area, Storrs, Conn........ 27

11. Hydrographs for MW104R and MW104 in the UConn landfill study area, Storrs, Conn........ 29

12. Hydrographsfor MW105R inthe UConn landfill study area, Storrs, Conn..................... 32

13. Continuous and manual water-level data for borehole MW105R in the UConn landfill study 

area, Storrs, Connecticut................................................................... 33

14. Hydrographs for MW109R and MW109 in the UConn landfill study area, Storrs, Conn........ 36

15. Hydrograph for MW121R in the UConn landfill study area, Storrs, Conn...................... 39

16. Hydrograph for MW122R in the UConn landfill study area, Storrs, Conn:..................... 41

17. Hydrograph for MW201R in the UConn landfill study area, Storrs, Conn...................... 43

18. Hydrograph for MW202R in the UConn landfill study area, Storrs, Conn..................... 45

19. Hydrograph for MW203R in the UConn landfill study area, Storrs, Conn...................... 47

20. Hydrograph for MW204R in the UConn landfill study area, Storrs, Conn...................... 49

21. Hydrograph for MW302R in the UConn landfill study area, Storrs, Conn...................... 51

22. Continuous water-level data for selected period of record for MW302R in the UConn

landfill study area, Storrs, Connecticut...................................................... 52

23. (A) Comparison of open-hole transmissivrty estimates from the heat-pulse flowmeter 

and packertests in selected boreholes and (B) Comparison of the log values of open-hole 

transmissivity estimates from the heat-pulse flowmeter and packertests in selected 

boreholes in the UConn landfill study area, Storrs, Connecticut............................. 54

24. Composite hydrograph for discretely monitored zones in bedrock boreholes and

piezometers along the northern flow/path of the UConn landfill study area, Storrs, Conn...... 55

25. Composite hydrograph for disc'retely monitored zones in bedrock boreholes and

piezometers along the southern flowpath of the UConn landfill study area, Storrs, Conn...... 56

26. Composite hydrograph for discretely monitored zones in bedrock boreholes and

piezometers along the west-east flowpath of the UConn landfill study area, Storrs, Conn.... 57 

27A-29B. Cross sections showing:

27 A. Flow paths and vertical hydraulic potentials in the southern part of the UConn landfill study 

area, Storrs, Connecticut along line A-A........................................: .....-..'..,. 60
27B. Maximum concentrations of target volatile organic compounds (VtlC) (including benzene, 

chlorobenzene, ethylbenzene,tetrachloroethene, toluene, trichloroethane, and xylenes) 

observed in water samples collected from 1999 through 2002 along line A-A'................ 61

28A. Flow paths and vertical hydraulic potentials in the northern part of the UConn landfill study

area, Storrs, Connecticut along line B-B' ................................................... 62

28B. Maximum concentrations of target volatile organic compounds (VOC) (including benzene, -^

chlorobenzene, ethylbenzene,tetrachloroethene, toluene, trichloroethane, and xylenes) 

 observed in water samples collected from 1999through 2002 along line B-B'................ 63

29A. Flow paths and vertical hydraulic potentials going westto east across the UConn landfill

study area, Storrs, Connecticut along line C-C' ............................................. 64

29B. Maximum concentrations of target volatile organic compounds (VOC) (including benzene, 

chlorobenzene, ethylbenzene, tetrachloroethene, toluene, trichloroethane, and xylenes) 

observed in water samples collected from 1999 through 2002 along line C-C' ............... 65

Tables

1. Description of boreholes in the UConn landfill study area, Storrs, Connecticut.................... 10

2. Discrete-zone monitoring systems installed in boreholes atthe UConn landfill study area,

Storrs, Connecticut................................................................................ 11

3. Description of transducer equipment used in discrete-zone monitoring systems atthe UConn

landfill study area, Storrs, Connecticut 2000to 2002.....:......................................... 14

4. Data collection information for borehole-pumping cross-connection tests atthe UConn landfill 

study area, Storrs, Connecticut................................................................... 17

5. Heads and transmissivity derived from heat-pulse flowmeter measurements in MW101R in the 

UConn landfill study area, Storrs, Connecticut August 30,1999.................................... 25

6. Heads and transmissivity derived from heat-pulse flowmeter measurements in MW103R

in the UConri landfill study area, Storrs, Connecticut, September 17,1999 ......................... 26

7. Heads and transmissivity derived from heat-pulse flowmeter measurements in MW104R

in the UConn landfill study area, Storrs, Connecticut August 30,1999.............................. 30

8. Heads and transmissivity derived from heat-pulse flowmeter measurements in MW105R

in the UConn landfill study area, Storrs, Connecticut August 30,1999.............................. 34

9. Heads and transmissivrty derived from heat-pulse flowmeter measurements in MW109R

in the UConn landfill study area, Storrs, Connecticut July 20,1999................................. 37

10. Transmissivity values estimated from flow-profiling modeling and discrete-interval packer

testing in MW109R in the UConn landfill study area, Storrs, Connecticut July 20,1999.........:... 37

11. Differential heads in MW201R from BAT3 testing in the UConn landfill study area, Storrs,

Connecticut...................................................................................... 42

12. Differential heads in MW202R from BAT3testing in the UConn landfill study area, Storrs,

Connecticut...................................................................................... 44

13. Differential heads in MW203R from BAT3 testing in the UConn landfill study area, Storrs,

Connecticut...................................................................................... 46

14. Differential heads in MW204R from BAT3 testing in the UConn landfill study area, Storrs,

Connecticut...................................................................................... 48

15. Heads and transmissivity derived from heat-pulse flowmeter measurements in MW302R

in the UConn landfill study area, Storrs, Connecticut November 18,2001.......................... 50
VI

Conversion Factors, Vertical Datum, and Abbreviations

Multiply

inch (in.) 

foot (ft) 

foot squared (ft2) 

acre

By

25.4 

0.3048 

0.09290 

4,047

To obtain

millimeter 

meter 

meter squared 

meter squared

gallon (gal) 0.003785 meter cubed 

gallon per minute

(gal/min) 3.7854 . liters per minute 

pounds force per square

inch (psi) 6.89 kilopascal

Temperature in degrees Fahrenheit (° F) can be converted to degrees Celsius (° C) as follows:

°C = 5/9(°F-32)

Vertical datum: Vertical coordinate information is referenced to the North American Vertical 

Datum of 1988 (NAVD 88). For the UConn landfill study area, the change from National Geodetic 

Vertical Datum of 1929 (NGVD 29) to NAVD 88 is 0.830 ± 0.003 foot.

Transmissivity: Transmissivity is a measure of the ability of the aquifer to transmit water. The 

units of measurement are [(frVd)/ft2] ft, which represents a volumetric flow rate over a given 

area for a known thickness of aquifer. These terms simplify to units of ft2/d, which will be used in 

this report.

Other abbreviations used in this report: 

0 degree

|iig/L microgram per liter

d day

ft2/d foot (feet) squared per day

ft2/s foot (feet) squared per second

gal/d gallon per day

gal/mjn/ft gallon per minute per foot

(gal/min)2 gallon per minute, squared

h hour

min minute

mS/m millisiemen per meter

mV millivolt

psi pounds per square inch 

s second

yr year
Use of Discrete-Zone Monitoring Systems for Hydraulic 

Characterization of a Fractured-Rock Aquifer at the 

University of Connecticut Landfill, Storrs, Connecticut, 

1999 to 2002

By Carole D. Johnson, Christopher S. Kochiss, and C.B. Dawson

Abstract

The U.S. Geological Survey, in cooperation with the University of Connecticut, used a suite of hydraulic methods to 

characterize the hydrogeology of a fractured-rock aquifer near 

the former landfill and chemical-waste disposal pits at the University of Connecticut, Storrs, Connecticut. Multiple methods 

were used to determine head, driving potential, and transmissivity, including manual open-hole water-level and discretezone water-level measurements from 11 boreholes; continuous 

discrete-zone water-level measurements from 6 of the boreholes; estimated head and transmissivity for 11 boreholes using 

heat-pulse flowmeter profiles and pumping records; and differential head testing using a straddle-packer apparatus from 4 

boreholes. These data were analyzed to identify and characterize relations between long-term water-level patterns and precipitation, topographic setting, contaminant distribution at the site, 

and a conceptual ground-water flow model.

Data collected using the heat-pulse flowmeter, the straddle-packer apparatus, and discrete-zone monitoring (DZM) systems helped to establish, refine, and verify a conceptual model 

of ground-water flow in the study area. Monitoring of DZM 

systems installed in 11 boreholes provided a method for longterm monitoring of hydraulic head and water quality of the aquifer at fracture zones of different depths. These data were used to 

help define the conceptual site model for ground-water flow and 

to determine and explain the distribution of contamination.

Hydrographs constructed for discretely isolated zones in 

the boreholes showed the magnitude of seasonal changes of 

water levels and driving potential in response to precipitation 

and drought. Heads in discrete zones and in different boreholes 

varied both in magnitude of response and in timing of response 

to precipitation. Water levels in open boreholes and in DZM 

systems showed a semi-diurnal pattern that coincides with 

gravimetric tidal plots generated for this area. No fluctuations 

that might indicate pumping were identified in the continuous 

water-level records. Lack of hydraulic response between boreholes during cross-hole testing in the area of the former chemical-waste disposal pits indicates poor hydraulic connection 

between the boreholes that were tested. In general, data indicated the presence of downward driving potentials in the 

recharge areas and in the area of the ground-water divide, and

upward driving potentials in discharge areas north and south of 

the landfill.

The results of this study illustrate the importance of discrete-zone isolation and monitoring in fractured-rock aquifers 

to prevent cross contamination while permitting head measurements and water-quality sampling that can be used to identify 

and characterize contamination or pathways for contaminant 

migration in a fractured-rock aquifer. Without DZM systems 

installed in the boreholes, only open-hole heads can be measured. The open-hole heads may be misleading when determining potential flow directions at contamination sites, because 

they are a composite of the heads associated with each of the 

fractures intersecting the borehole. The flowmeter tool and 

straddle-packer apparatus are effective screening tools for generating a snapshot of the hydraulic conditions, including vertical flow, transmissivity, and heads; however, they cannot prevent flow and potential cross-contamination and cannot easily 

be used to monitor long-term conditions.

This work was conducted as part of a larger multidisciplinary investigation to characterize the nature and extent of 

contamination in the soil, surface water, and ground water in the 

overburden and fractured bedrock in the area of the landfill and 

former chemical-waste disposal pits near the University of Connecticut. The methods and hydraulic data presented in this 

report were used along with surface- and borehole-geophysical 

data and geochemical data to understand and characterize the 

ground-water flow in overburden and fractured bedrock; to 

assess possible chemical migration; to develop a site conceptual 

ground-water flow model; and to assess remediation alternatives.

Introduction

From 1999 through 2002, the U.S. Geological Survey 

(USGS), in cooperation with the University of Connecticut 

(UConn), used a suite of geophysical and hydraulic methods to 

characterize the hydrogeology of a fractured-rock aquifer near 

a former landfill and chemical-waste disposal pits at UConn in 

Storrs, Connecticut. The study demonstrated the collective use 

of surface- and borehole-geophysical methods to identify con-
Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

lamination or pathways for contaminant migration in a fractured-rock aquifer and highlighted the importance of isolating 

hydraulically active fractures to prevent cross-contamination 

while permitting discrete-interval head and water-quality sampling. To further characterize the hydrogeology of the site, the 

USGS installed discrete-zone monitoring (DZM) systems in 

11 boreholes completed in the bedrock. The boreholes are about 

125 ft deep and are completed with 2 to 5 discrete zones. Vertical flow under ambient conditions was detected in four wells 

using a heat-pulse flowmeter, which can measure flow rates as 

low as 0.01 ± 0.005 gal/min. The amount of measured vertical 

flow in these boreholes, which ranged from about 14 to 

300 gal/d (Johnson and others, 2002), necessitated a DZM 

system to prevent possible cross contamination.

A DZM approach was used to characterize the groundwater flow and contaminant distribution in a fractured-rock 

aquifer. Because open-hole head data and water-quality samples from bedrock wells can be misleading, it was important to 

obtain discrete-interval data from the bedrock. Head data collected from discretely isolated zones can be used to help define 

the conceptual site model for ground-water flow, and waterquality data used in conjunction with the head data can be used 

to explain the distribution of contamination. The installation of 

DZM systems has the added benefit of minimizing the spread 

and dilution of contaminants, while enhancing the probability 

of collecting representative samples that can be used to help 

define the flow regime and contaminant distribution.

Purpose and Scope

This report describes the design and use of DZM systems 

installed in 11 boreholes completed in bedrock at the UConn 

landfill. All water-level data were collected from 2000 through 

2002 and are summarized in this report. These data include: 

manual open-hole water-level and discrete-zone water-level 

measurements from 11 boreholes, continuous discrete-zone 

water-level measurements from 6 of the boreholes, estimated 

head and transmissivity for 11 boreholes using heat-pulse flowmeter profiles and pumping records, and the results of differential head testing using a straddle-packer apparatus from 4 boreholes. The report also provides a discussion of long-term waterlevel monitoring relative to precipitation, topographic setting, 

contaminant distribution at the site, and a conceptual groundwater flow model of the study site.

Hydrogeologic Setting

The UConn campus is in Storrs, Connecticut, in the northeastern part of the State (fig. 1). The UConn landfill is in the 

northwestern corner of the campus and covers about 15 acres. 

The study area occupies a north-south trending valley with 

highlands on the northeast and southwest. The study area is 

bounded on the east by a steep hill and on the west by locally 

minor topographic hills that are topographically higher than the 

land surface of the landfill. The landfill overlies a minor

ground-water divide that drains to the north and south along the 

axis of the valley. The surface runoff flows north through a wetland towards Cedar Swamp Brook and south towards Eagleville 

Brook through a seasonal drainage. Regional ground-water 

flow is inferred to follow the surface topography; however, the 

local flow and transport in bedrock follows fractures that may 

be oriented differently than the regional gradient. In this report, 

the term "UConn landfill study area" is used to describe the area 

shown in figure land includes the landfill, the former chemicalwaste disposal pits, and the area southwest of the landfill near 

the intersection of Hunting Lodge and North Eagleville Roads.

The bedrock that underlies the UConn landfill study area 

is folded, faulted, and fractured gneiss (Fahey and Pease, 1977). 

The bedrock aquifer is overlain by glacial till and other unconsolidated deposits, which range in thickness typically from 0 to 

about 20 ft and locally up to 50 ft.

A conceptual model of the ground-water flow system consists of hydraulically connected overburden and bedrock. 

Ground water originates as precipitation and infiltrates through 

the overburden to the water table and into the bedrock. Multiple 

sets of interconnected fractures provide pathways for water to 

move through the bedrock. Water moves from high head to low 

head through fractures. Ground-water flow generally follows 

the surface topography, and local flow systems discharge 

locally to streams and seeps. Boreholes outfitted with DZM systems were designed to "tap" into the aquifer and measure the 

hydraulic head from discrete zones in the bedrock aquifer to 

determine the difference in head between zones and the direction of driving potential between the zones. These data were 

used to identify flowpaths in the study area and were compared 

to water-quality data collected from discrete intervals in the 

bedrock and overburden.

Discrete-Zone Head Monitoring

Hydraulic head, which is an indicator of the total energy 

available to move ground water through an aquifer, is controlled 

by properties of the aquifer, including porosity, fracture connectivity, transmissivity, and thickness of the aquifer. Because 

ground water flows from higher head to lower head, the hydraulic head can be used to assess the general directions of flow in 

the aquifer. The actual flowpaths in fractured-rock aquifers are 

along a network of connected fractures, which may be far more 

complex than the generalized flow directions indicated by the 

head measurements.

Monitoring hydraulic head is an important part of many 

hydrogeologic investigations, because head values are used to 

determine the rates and directions of ground-water flow. In 

unconfined aquifers, open-hole water levels commonly are used 

to establish meaningful conceptual models of ground-water 

flow. In heterogeneous fractured-rock aquifers, the hydraulic 

head can be different for each fracture zone. This results in an 

open-hole water level that is actually an integrated head derived 

from the transmissivity-weighted heads associated with all of
72°16'30" 72°16'00"

41° 

48' 45"

41° 48' 30"

Storrs- g 

CONNECTICUT

N

MN 

14.5°

EXPLANATION

MW105R Borehole completed in 

bedrock and identifier

Piezometer completed in 

shallow bedrock and identifier

13 

O

MW105 Piezometer completed in 

O unconsolidated deposits 

and identifier

CiW117 Ground-water profiling pointer 

mini-piezometer and identifier

w^,,^^ Location and orientation of 

^^^ conceptual hydrogeologic profile A-A'

 w^^ Location and orientation of 

~- conceptual hydrogeologic 

profile B-B1

^ Location and orientation of 

conceptual hydrogeologic 

profile C-C'Building

_5QO_ Elevation, in feet above National 

Geodetic Vertical Datum of 1929. Contour interval is 10 feet.

Intermittent stream

Approximate

Lantif(ll 

"Bounda

MWf-14 

O Celeron Square 

Apartment Complex

9*r\ '

/ \ x Station

MW105ROMW105 \ \

Base from Haley and Aldrich, Inc. and others, 2000, 1:2,400 scale 

Figure 1. Location of boreholes, ground-water profiling points, piezometers, and conceptual hydrogeologic profiles in the UConn landfill study area, Storrs, Connecticut
Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

the heads of the individual fractures intersecting the borehole. 

As a result, open-hole water levels can be misleading and may 

not be reliable for determining the rates and directions of 

ground-water flow and for defining a conceptual model of 

ground-water flow.

In heterogeneous fractured-rock aquifers, a DZM system 

is necessary to determine the spatial distribution and temporal 

variation of hydraulic head. The information provided by DZM 

systems can be used to determine vertical and horizontal 

hydraulic gradients, to identify connections between transmissive zones within the aquifer, and to establish the extent of connection between the fractured-rock and unconsolidated surficial 

aquifers.

Use of a DZM system can avoid some of the problems 

associated with water-quality sampling in bedrock wells, 

because DZM systems allow for sampling from isolated sections of the boreholes. Water samples from open boreholes can 

be difficult to interpret in the presence of vertical flow or multiple transmissive zones. Water-quality samples obtained from 

open holes where vertical flow has occurred can be ambiguous, 

misleading, or completely erroneous (Shapiro, 2002). In the 

presence of vertical flow, sampling at a low flow rate adjacent 

to a fracture does not insure that the water sample will come 

only from that fracture. That is, much or all of the sample water 

would be derived from any inflowing fractures in the borehole. 

In addition, if a fracture that had been receiving water from one 

or more inflowing fractures was isolated with straddle packers 

just prior to sampling, then the water sample would likely be 

representative of the inflowing fracture (Shapiro, 2002). Installation of a DZM system soon after drilling minimizes vertical 

flow and ensures the collection of a water-quality sample from 

a discretely isolated zone. Installation of a long-term DZM system may allowthe aquifer to approach or return to water-quality 

conditions present prior to drilling the new borehole; however a 

long time and active purging may be required to remove the 

effects of cross contamination (Sterling, 1999; Elci and others, 

2001). Water-quality samples from DZM systems were used to 

characterize the spatial distribution of ground-water quality and 

contamination in the study area.

In addition to providing a means to monitor head and water 

quality for individual fractures or fracture zones, DZM systems 

perform the equally important role of preventing cross contamination between fractures. Hydraulic heads associated with 

individual fracture zones vary within a single well, creating the 

potential.for vertical flow within the well. At contaminated 

sites, vertical flow can spread contamination through the open 

hole from zones of higher head to zones of lower head, which 

may previously have been uncontaminated (Williams and Conger, 1990; Parker and Cherry, 1999). Thus, open-hole monitoring may result in further contamination of the aquifer.

The open-hole hydraulic head collected in a borehole is an 

integrated head that is a transmissivity-weighted average of the 

heads of all fractures that intersect the borehole. Thus the head 

of a highly transmissive fracture will dominate the open-hole 

hydraulic head. Open-borehole hydraulic heads cannot be used 

to accurately assess the -hydraulic head in individual fractures

that intersect the borehole, unless the borehole intersects only 

one fracture or all of the fractures have the same head. In this 

investigation, three methods were used to determine the hydraulic head of individual fractures, vertical head differences, and 

driving potential between fractures.

Acknowledgments

The authors gratefully acknowledge the technical guidance and cooperation of Susan Soloyanis of Mitretek Systems 

and James Pietrzak of UConn. The technical insight and assistance of P.P. Haeni, Remo Mondazzi, Alien Shapiro and Frederick Day-Lewis of the USGS were essential to completion of 

this work. The cooperation and assistance of John Kastrinos, 

Elida Danaher, Steve Brousseau, and Mike Alfieri of Haley and 

Aldrich, Inc. were greatly appreciated. Also the authors 

acknowledge the many USGS personnel who provided assistance in the installation of the DZM systems and with the collection and analysis of data: Marcel Belaval, Ellen Douglas, 

Peter Joesten, Grady O'Brien, and Eric White. The authors 

would like to thank Jim Pianosi of Solinst Canada, Ltd., and 

Marc Zabowa and Jan Mathews of Druck, Inc. for their assistance in maximizing the functionality of the DZM systems and 

water-level monitoring equipment.

Methods of Investigation

For this investigation, hydraulic heads were determined 

using three different methods. One method compared the results 

of observed heat-pulse flowmeter measurements with numerically simulated heat-pulse flowmeter profiles using estimated 

fracture transmissivity and head for individual fractures (Paillet, 1998,2000). The other two methods involved isolating individual fractures or fracture zones to measure the hydraulic head. 

Differential head tests were conducted using a straddle-packer 

apparatus over a period of minutes to hours. In addition, DZM 

systems were installed for long-term water-level monitoring. 

Water levels were monitored in boreholes MW101R, 

MW103R, MW104R, MW105R, MW109R, MW121R and 

MW122R for 2 years and in boreholes MW201R, MW202R, 

MW203R, and MW204R for about 1.5 years (fig. 1).

Estimation of Transmissivity and Hydraulic Head of 

Fractures with Heat-Pulse Flowmeter Data

Using the computer program of Paillet (2000), the hydraulic head and transmissivity were determined for each hydraulically active zone. The method requires two non-zero flow 

regimes, including either flow data for ambient and one pumping condition or flow data for two different pumping conditions, 

and the difference in water level between the two regimes. The 

program simulates two flow regimes as a function of transmissivity and hydraulic head from all productive zones intersecting
Methods of Investigation 5

the borehole. Model input requires information on the location 

of the transmissive fractures, ambient open-hole water-level 

data, quasi steady-state water-level data under pumping conditions, heat-pulse flowmeter data under two flow regimes, and 

initial estimates of transmissivity and head for each zone. The 

model produces ambient and pumped profiles that are qualitatively matched to the observed flow profiles. The simulated 

flow profiles were compared to measured flow profiles, and the 

head and transmissivity parameters were iteratively varied until 

a unique solution was obtained for the transmissivity and head 

of each fracture. The model also provides a sum-of-squares (SS) 

error in gallons per minute squared to assess the fit of the predicted flow profile to the measured profile, and hence the validity of the solution.

Differential-Head Tests with the Bedrock-Aquifer 

Transportable Testing Tool (BAT3)

Discrete fractured intervals of selected boreholes temporarily were isolated with an inflatable straddle-packer apparatus 

to conduct fluid-withdrawal tests and differential head tests. A T

straddle-packer apparatus, called the BAT (Bedrock-Aquifer 

Transportable Testing Tool), was used to obtain the samples 

and monitor the heads during pumping (Shapiro, 2001). A 

detailed description of the methods and the results of these tests 

are provided by Johnson and others (2005). Results of waterquality sampling were summarized by Haley and Aldrich, Inc. 

and others (2002). Two inflatable packers separated by 6.5 ft 

were used to isolate the test zone from the zones above and 

below the test interval. Pressure-sensitive transducers measured 

the heads in, above, and below the test zone. A submersible, 

variable-rate pump located between the two packers was used 

to directly sample the fractures that intersect the test zone.

The packers were lowered into position, inflated, and left 

for the heads to equilibrate. Zones of lower transmissivity 

require longer periods of time to equilibrate. For zones that contained fractures that were not identified as hydraulically active 

with the heat-pulse flowmeter, the packers were left overnight 

to equilibrate. Once the heads reached a quasi steady state, the 

head data were collected and the packers were moved to another 

test interval. Thus, the BAT3 testing provided a snapshot of the 

head and water-quality conditions at the time of collection.

The BAT3 system suspended in the air prior to lowering it 

into borehole MW203R is shown in figure 2. The photograph 

shows the locations of the packers (A and B on fig. 2), the housings that contain pressure transducers for monitoring the 

hydraulic head in the test zone (C on fig. 2) and in the lower 

zone (D on fig. 2), and the pump for obtaining samples from the 

test zone (E on fig. 2). After the apparatus was in place, a third 

transducer was lowered into the top of the borehole to monitor 

the water level in the upper zone (not shown in fig. 2).

Relative to the transducers used in the long-term DZM 

program, the BAT equipment used higher-pressure transducers (50, 100, and 200 psi), which were designed to accommodate submergence at greater depths. In general, there is a tradeoff between transducer resolution and maximum submergence; 

thus, these higher-pressure transducers have lower resolution 

than the transducers used in the long-term monitoring program. 

The upper zone of the BAT3 apparatus was monitored with a 

10-psi transducer that had a resolution of ± 0.06 percent full 

scale of the transducer, which is equivalent to 0.014 ft. The middle zone was monitored with a 100-psi transducer, which measured at a resolution of 0.139 ft, and the lowermost zone used a 

200-psi transducer, which has a resolution of 0.277 ft. The 

transducers used to monitor the middle and lower zones were 

designed to accommodate and measure deep water. The upper 

transducer was lowered into the water to a depth approximately 

10 ft below the water level at the time of submergence. Small 

magnitude differential heads less than the resolution of the 

transducers used in the BAT3 cannot be adequately measured 

with this equipment.

Long-Term Water-Level Monitoring with a DiscreteZone Monitoring System

The conceptual model for ground-water flow at a site 

needs to reflect the change of flow with time. Heat-pulse flowmeter and BAT3 data can only be used to determine relative 

hydraulic heads of fracture zones within a borehole at specific 

times. In order to develop a conceptual model that more accurately represents the flow regime of a site over time, continuous 

measurements of hydraulic head for individual fracture zones in 

boreholes across the site must be made. Installation of a DZM 

system can address this need for long-term measurements while 

simultaneously preventing cross contamination that can occur 

between fractures in contaminated zones in an open hole. A 

DZM system was designed and implemented at the UConn 

landfill for these purposes. The DZM system allowed for collection of manual and automated water-level measurements in discrete zones within boreholes across the study area, including 

testing to assess cross connections between boreholes. The 

design, installation, and implementation of this DZM system 

are described in this section.

Design and Installation of the Discrete-Zone Monitoring 

System for the UConn Landfill

The results of a geophysical investigation and hydraulic 

testing were used to design a DZM network in the fracturedrock aquifer (Johnson and others, 2005). Data from geophysical 

logs were used to determine (1) the locations of fractures; (2) 

the presence of vertical flow in the borehole; (3) the location of 

hydraulically active fractures sufficiently transmissive for 

pumping; (4) the location of smooth, unfractured portions of the 

borehole suitable for packer placement; and (5) locations for 

monitoring head and sampling water quality. In some cases the 

packers were placed close together to limit the amount of water 

that would have to be purged from the monitoring zone prior to 

sampling.
Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

Transducer shroud (C) 

Transducer shroud (D)

Top inflatable packer (A)

Test 

Interval

Pump shroud (E)

Fluid-injection shroud

Bottom inflatable packer (B)

Figure 2. Schematic diagram and photograph of the multifunction bedrock-aquifer transportable testing tool (BAT

Semi-permanent DZM systems were constructed using 

continuous multi-channel tubing (CMT) and an inflatable 

packer system commercially available from Solinst Canada. 

The DZM system, shown in figure 3, consists of a 1.7-in-diameter high-density polyethylene tube, divided into seven channels, and packers for isolating zones in the borehole. The CMT 

extends from the land surface to the lowermost zone isolated by 

packers. Packers were placed at selected locations along the 

tube, and individual channels were punctured at a specific depth 

with four 0.44-in-diameter holes to provide a sample port (fig. 

3B). The ports were covered with stainless steel mesh to prevent 

paniculate inflow into the channel. Below each port, the channel was sealed with polyethylene to hydraulically isolate the 

interval. This design allowed water to enter a channel in the tubing and rise to the head of the isolated zone. Another hole was 

drilled below the seal to allow air to escape from the channel 

and water to flow through the channel facilitating the emplacement of the packer system. Without this "flow-through" hole, 

the trapped air makes the entire CMT system too buoyant to 

install. Figure 3B shows preparation of the CMT system prior 

to installation.

The lowermost zone, which is bounded on the lower end 

by the bottom of the borehole, is connected to the center channel 

of the CMT. Packers (fig. 3C) located above and below each
Methods of Investigation 7

Figure 3. Discrete-zone monitoring system.

(A) Center tubing showing multiple channels.

(B) Packer array showing packer and port locations.

(C) Inflatable 6-inch-diameter packer.
8 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

port were inflated with water to isolate each monitoring zone. 

With this design, the water level in each channel equilibrates to 

the hydraulic head in the isolated zone. An example of the DZM 

completion and the resultant hydrograph is shown in figure 4.

A comparison of the heads in the different zones indicates 

a driving potential between zones. In this example, the lowermost zone has the highest head and the uppermost zone has the 

lowest head, so the driving potential is upward. Water levels 

and water-quality samples can be obtained from the top of the 

well. The uppermost zone can be sampled outside the CMT 

tube, above the top packer.

The packers and tubing were assembled at land surface and 

then manually lowered into the borehole. The packers were then 

inflated with deionized water injected through 0.25-in-diameter 

tubing, and the air in the packers was displaced through another 

0.25-in-diameter line vented above the land surface. The airdischarge line was then closed, and the packers were pressurized to about 20 psi above ambient pressure. A gage at the top 

of the well was used to monitor packer inflation over time. The 

packers typically lost some pressure over time and had to be reinflated to 20 psi above ambient pressure about once every other 

month.

Unlike the DZM systems installed in the other boreholes, 

the 4.5-in-diameter packers that were used in MW121R and 

MW109R have only one inflation line. The injected water fills 

the packers through this line and the air has to be displaced up 

the same line. The DZM systems constructed with the smaller 

diameter packers were otherwise similar and were installed 

using the same process.

Although CMT systems could be used to monitor as many 

as eight individual zones (seven through the channels plus the 

uppermost zone outside the CMT), the DZMs for this investigation were designed to have at least two channels in each transmissive zone. This design allowed one channel to be used for 

continuous water-level monitoring while the other channel for 

the same zone could be used to check measurements and for 

water-quality sampling. While in most cases two channels were 

dedicated to each zone, in a few cases only one channel was 

used to monitor the zone.

The CMT design used in this DZM system limits sampling 

to the top of the well with a narrow-diameter pump that can 

access the isolated zones from the top of the well. A peristaltic 

pump was used to sample most zones. In cases where the water 

level was not within the depth-of-suction lift of a peristaltic 

pump, then a foot-valve pump was used to sample the isolated 

zones.

The boreholes in the UConn landfill study area are 

described in table 1, and the details of the DZM system completions are given in table 2.

Open-Hole Head Measurements

Open-hole head measurements were collected in the bedrock wells prior to the installation of DZM systems. In some 

cases, a comparison of the open-hole head with the DZM system heads provided qualitative information about the relative 

transmissivity of the zones.

In addition, open-hole head measurements were collected 

in monitoring well MW302R, which did not have a DZM system installed. Well MW302R was monitored using a downhole 

transducer and data logger (Level Logger) manufactured by 

Solinst Canada. The transducer was not vented to atmospheric 

conditions, but was corrected for atmospheric pressure using 

pressure data collected by a second transducer. The resolution 

of the head measurements is ± 0.01 ft. Water levels were measured and recorded every 15 min, and over 1-min intervals for 

selected periods of time. The resolution of the transducer used 

for measuring the atmospheric pressure is ± 0.007 ft. In addition, manual measurements were collected in selected openhole piezometers and shallow bedrock wells including MW101, 

MW103, MW104, MW109, 13, MW123SR, and MW303SR.

Manual Water-Level Measurements in Discrete-Zone 

Monitoring Systems

For this study, water levels were measured periodically, 

typically every 2 weeks to 1 month. These manual measurements were collected with an electric water-level meter in feet 

below the top of casing. The water levels were converted to elevation in feet above NAVD 88. The resolution of the waterlevel meter used in this investigation is ± 0.01 ft. The packer 

inflation pressure was monitored concurrently with water-level 

measurements.

Continuous Water-Level Monitoring Systems

Continuous water-level monitoring systems were installed 

to identify natural fluctuations and to identify possible humaninduced stresses that could not be seen in bi-weekly measurements. Pressure transducers, which measure the pressure above 

a sensor and convert the pressure to voltage, were placed 

approximately 10-15 ft below the water surface at the time of 

installation, and measurements were recorded on a data logger 

at the well head. The data loggers were programmed to measure 

and record water levels every 15 min. Six boreholes were 

instrumented to obtain continuous head data in all the monitoring zones where check measurements could be maintained. All 

transducers were calibrated individually using periodic manual 

measurements. Transducers were calibrated over a range of 

submergences, and manual measurements were made to check 

the transducer data.

Transducers small enough to fit into the CMT channels 

were used to measure the heads in isolated zones. Druck 

PDCR35, 10-psi, strain-gage transducers were placed in individual channels in the DZM system. These 0.39-in-diameter 

transducers were attached to vented cables, which when kept 

dry, allowed the transducer to "breathe." Thus, the pressure 

readings did not need to be corrected for the ambient atmospheric pressure. The transducers were connected to and controlled by either a Campbell CR10X or CR510 data logger.
Methods of Investigation

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Table 1. Description of boreholes in the UConn landfill study area, Storrs, Connecticut. /

[Height of measuring point is relative to land surface. Elevation is based on NAVD 88. All length, depth 

CMT, continuous multi-channel tubing; ~, indicates approximation; --, no data or not applicable]

Borehole

MW101R

MW103R

MW104R

MW105R

MW109R

MW121R 

MW122R

MW201R

MW202R 

MW203R

MW204R

MW302R

Date 

drilled

8/24/99

8/20/99

8/17/99

7/23/99

7/02/99

7/15/99 

7/22/99

6/22/00

6/20/00 

6/21/00

6/21/00

12/20/00

Date 

DZM 

installed

6/14/00

. 9/13/00

9/18/00

8/09/00

5/04/00

4/18/00 

7/27/00

2/23/01

3/20/01 

3/29/01

3/29/01

N/A

Diameter

0.5

0.5

0.5

0.5

0.4

0.4 

0.5

0.5

0.5 

0.5

0.5

40.5

Elevation 

of land 

surface

552.8

570.0

572.8

563.5

580.1

587.0 

578.8

552.5

580.3 

575.5

573.3

575.7

1 Measuring 

point 

elevation

553.53

571.00

575.46

565.79

582.28

588.82 

581.40

554.22

582.33 

576.90

575.34

577.20

Height of 

measuring 

point

0.7

1.0

2.7

2.4

2.2

1.8 

2.4

1.7

2.0 

1.4

2.0

1.5

, and elevation measurements are in feet. BOC, bottom of casing; T

Total 

depth 

from 

TOC

127

130

128

125

126

130 

127

126

127 

125

128

5303

Depth to 

BOC from 

TOC

23.0

26.5

18.0

12.0

20.0

11.0 

11.5

15.2

13.5 

14.4

13.1

127

Location

N of landfill

NW of landfill

W of landfill

SW of landfill

E of landfill

W of landfill 

W of landfill

SW of landfill

W of landfill 

W of landfill

W of landfill

W of landfill

Height 

of CMT 

above 

TOC

0.39

0.40

0.25

0.12

0.36

0.38 

0.36

0.46

0.51 

0.48

0.48

-

2Eleva

,. 

of top 

cent

. 

tubi

553.

571.

575.

565.

582.

589.

581.

554.

582.

577.

575.

..

'All measurements in this report are referenced to the measuring point, which is the top of steel casing. These measuring points were surveyed to within 0.01 ft of NAV

2 Top of multiple-channel tubing.

3 In selected boreholes, a 0.5-in-diameter casing was added to create another measurement channel used for head measurements in the uppermost zone. 

4MW302R has 0.66-ft-diameter polyvinyl chloride casing and a 0.5-ft-diameter open hole. 

5In April 2002, the total depth of MW302R was shortened to -275 ft below top of casing.
Table 2. Discrete-zone monitoring systems installed in boreholes atthe UConn landfill study area, Storrs, Connecticut.

[Height of measuring point is relative to land surface. Elevation is based on NAVD 88. All length, depth, and elevation measurements are in feet. MP, measuring point on 

BOH, bottom of borehole from top of casing; , no data or hot applicable; Z, zone; P, packer; DZM, discrete-zone monitoring; ~, indicates approximation]

Elevation of Depth to 7 _. Depth to 

Borehole MPonsteel BOC and . e ueptntotop bottom of 

noil number of packer . casing BOH packer

MW101R 553.53 23 

Zl

P 39.0 41.0

Z2

P 60.0 62.0

Z3

P 68.5 70.5

Z4 

127

MW103R 571.00 26.5 

Zl

P 47.0 49.0

Z2

P 76.0 78.0

Z3

P 88.0 90.0

Z4

P 111.0 113.0

Z5

130

MW104R 575.46 18 

Zl

P 36.0 38.0

Z2

P 72.0 74.0

Z3

P 84.0 86.0

Z4

P 103.0 105.0

Z5

Elevation of 

top of zone 

and packer

530.5

514.5

512.5

493.5

491.5

485.0

483.0

544.5

524.0

522.0

495.0

493.0

483.0

481.0

460.0

458.0

557.5

539.5

537.5

503.5

501.5

491.5

489.5

472.5

470.5

Elevation of 

bottom of 

zone and 

packer

514.5

512.5

493.5

491.5

485.0

483.0

426.5

524.0

522.0

495.0

493.0

483.0

481.0

460.0

458.0

440.0

539.5

537.5

503.5

501.5

491.5

489.5

472.5

470.5

448.5

2Water1 DZM quality 

channels sampling 

channels

0, 1

2,3 2

4,5 4

6,7

0, 1/2 0

1,2

3,4 3

5

6,7

0,1 0

2

3,4

5

6,7 6

128
Table 2. Discrete-zone monitoring systems installed in boreholes at the UConn landfill study area, Storrs, Connecticut. Continued

[Height of measuring point is relative to land surface. Elevation is based on NAVD 88. All length, depth, and elevation measurements are in feet. MP, measuring point on s

BOH, bottom of borehole from top of casing; ~, no data or not applicable; Z, zone; P, packer; DZM, discrete-zone monitoring; ~, indicates approximation]

Elevation of Depth to 

Borehole MP on steel BOC and 

casing BOH

MW105R 565.79 12 

125

MW109R 582.28 20 

126

MW121R 588.82 11 

130

MW122R 581.40 11.5

., _. A . A A Depth to 

Zone Depthtotop . .; , 

. xi bottom of 

number of packer . packer

Zl

P 54.5 56.5

Z2

P 70.0 72.0

Z3

P 80.0 82.0

Z4

P 106.0 108.0

Z5

Zl

P 35.0 37.0

Z2

P 49.0 51.0

Z3

P 68.0 70.0

Z4

P 93.0 95.0

Z5

Zl

P 55.5 57.5

Z2

Zl

P 58.5 60.5

Z2

P 70.0 72.0

Z3

Elevation of 

top of zone 

and packer

553.8

511.3

509.3

495.8

493.8

485.8

483.8

459.8

457.8

562.3

547.3

545.3

533.3

531.3

514.3

512.3

489.3

487.3

577.8

533.3

531.3

569.9

522.9

520.9

511.4

509.4

Elevation of 

bottom of 

zone and 

packer

511.3

509.3

495.8

493.8

485.8

483.8

459.8

457.8

438.8

547.3

545.3

533.3

531.3

514.3

512.3

489.3

487.3

455.3

533.3

531.3

461.8

522.9

520.9

511.4

509.4

454.4

2Water- 

*DZM quality 

channels sampling 

channels

0,'/2 -- 

1, 2

3,4 3

6

5

,7 6

0, l/2

2,

4,

3

5 5

1,6 1

7

0,1,2,3 Oorl

4,5,6 5

0,1,2 Oorl

3,4,5 4

6, 7

127
Table 2. Discrete-zone monitoring systems installed in boreholes at the UConn landfill study area, Storrs, Connecticut. Continued

[Height of measuring point is relative to land surface. Elevation is based on NAVD 88. All length, depth, and elevation measurements are in feet. MP, measuring point on s

BOH, bottom of borehole from top of casing; , no data or not applicable; Z, zone; P, packer; DZM, discrete-zone monitoring; ~, indicates approximation]

Elevation of Depth to 

Borehole MP on steel BOC and 

casing BOH

MW201R 554.22 15.2 

126

MW202R 582.33 13.5 

127

MW203R 576.90 14.4 

125

MW204R 575.34 13.1 

128

i . .

7 n ... . Depth to Elevation of 

Zone Depthtotop . J . , , 

. xi bottom of top of zone 

number of packer . . . 

packer and packer

Zl 539.0

P 49.0 51.0 505.2

Z2 503.2

P 69.0 71.0 485.2

Z3 483.2

P 89.0 91.0 465.2

Z4 463.2

Zl 568.8

P 37.0 39.0 545.3

Z2 543.3

P 99.0 101.0 483.3

Z3 481.3

Zl 562.5

P 43.0 45.0 533.9

Z2 531.9

P 88.0 90.0 488.9

Z3 486.9

Zl 562.2

P 30.0 32.0 545.3

Z2 543.3

P 68.0 70.0 507.3

Z3 505.3

Elevation of 

bottom of 

zone and 

packer

505.2

503.2

485.2

483.2

465.2

463.2

428.6

545.3

543.3

483.3

481.3

455.4

533.9

531.9

488.9

486.9

451.9

545.3

543.3

507.3

505.3

447.6

2Water1 DZM quality 

channels sampling 

channels

0,1, '/2 Oorl

2,3 2

4,5

6,7

0,1,2 Oorl

3,4

5, 6, 7 5 or 6

0,1,2 Oorl

3, 4, 5

6,7

0,1,2 Oorl

3, 4, 5

6,7

Water-quality sampling channel 0 indicates sample collected outside multi-channel tubing.

Transducer channel '/2 indicates measurement was taken from within a Vi-in-diameter tube that was suspended in the upper zone.
14 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

The pressure readings were recorded in millivolts. The manufacturer's suggested operating range is 10 psi for these transducers, which is equivalent to a maximum pressure head of 

23 ft of water. Transducers were set approximately 10 ft below 

the estimated average water level. In some cases the transducers 

were not able to reach this target depth, because the transducers

did not slide down the channels. This problem was attributed to 

small constrictions caused by centralizers placed outside the 

CMT at the time of installation or because of small irregularities 

in the channel sizes. Table 3 describes the transducer equipment 

used in each borehole, the set depth of the transducer, and the 

date of installation.

Table 3. Description of transducer equipment used in discrete-zone monitoring systems at the UConn landfill study area, 

Storrs, Connecticut, 2000 to 2002.

[DZM, discrete-zone monitoring]

Borehole

MW101R

MW101R

MW101R

MW103R

MW103R

MW103R

MW103R

MW104R

MW104R

MW104R

MW105R

MW105R

MW105R

MW105R

MW122R

MW122R

MW109R

MW109R

MW109R

MW109R

DZM zone

1

2

3

1

2

3

5

1

3

5

1

2

3

5

1

2

1

2

3

4

1 DZM 

channel 

with 

transducer

1

3

5

0

2

4

6

1

4

7

Vi

4

6

7

2

3

0

2

4

6

Set depth, 

in feet

14.7

15.0

15.0

20.0

20.0

20.0

25.0

30.0

35.0

38.0

20.0

25.0

25.0

19.0

30.0

32.0

30.2

30.2

30.2

30.2

Transducer serial 

number

1357075

1357079

1353519

1353525

1353521

1353526

1357080

1354710

1354714

1354721

1354711

1354703

1354702

1354706

1354704

1354700

1357074

1357077

1357076

1353522

Installation date

9/5/01

9/5/01

9/5/01

8/29/01

8/29/01

8/29/01

8/29/01

8/29/01

8/29/01

8/29/01

8/30/01

8/30/01

8/30/01

9/7/01

8/30/01

8/30/01

9/7/01

9/7/01

9/7/01

9/7/01

'DZM channel Vi indicates measurement was taken from within a '/a-in-diameter tube that was suspended in the upper zone.
Methods of Investigation 15

Although the transducers are designed for temperature stability, measurement repeatability, and linearity of the output, 

check measurements were made to adjust for any electronic 

drift or change in recorded signal that was not associated with a 

real change in the water level. Transducers were calibrated at 

the time of installation and again during the period of record. 

The measured voltage output was correlated to submergence 

over a range of submergences (fig. 5). The water levels in each 

channel were measured with an electric water-level meter. Typically, the transducers were set at their target depths in channels 

in the DZM systems, and the water levels were allowed to equilibrate. During the calibration process, the data loggers recorded 

pressure readings, in millivolts, every minute. After the water 

levels equilibrated, the transducers were raised to 1 ft above the 

starting point. The process was repeated so that several depths 

of submergences were recorded. A regression analysis was performed on the pressure data and measured water levels. The 

slope and offset of the regression line were used to convert millivolt readings to water levels. Results of the regression analyses, including the correlation coefficient, are included in appendix 1.

Each data logger was set to collect data at 15-min intervals. 

Continuous digital data were downloaded directly to a computer and subsequently processed, reviewed, and plotted for 

analysis. Data conversions are shown in figure 5. Processing 

included the following seven steps:

1. Using calibrations established for each transducer, the 

pressure measurements in millivolts were converted to 

submergence or height of water above the transducers in 

feet (A in fig. 5; A is depth of transducer, B is depth of 

submergence).

2. The submergence was converted to depth to water in feet 

below the measuring point (C in fig. 5).

3. The depth to water was converted to the elevation of head 

in feet above NAVD 88 (E in fig. 5).

4. Dates collected in Julian days were converted to calendar 

days.

5. Time of the continuous records was adjusted to Eastern 

Standard Time.

6. Water levels were checked against manual measurements 

to check for possible shifts or corrections in the location of 

the transducer or drift in the data.

7. After the data were processed, hydrographs were constructed and assessed for possible errors. Obvious data 

errors were removed from the hydrographs; however, the 

original recorded depth to water was annotated to be erroneous and maintained within the data tables. 

Continuous water-level measurements were downloaded 

every 4 to 6 weeks. Periodic calibration measurements were 

similar to the calibrations made at the time of installation; however, a small depth correction had to be made to the transducer 

set depth. Most often, changes in the calibration had to be made 

whenever the transducer was removed and replaced in the borehole. These adjustments were typically 0.1 ft or less. Performance and results are summarized for each borehole in appendix 1. Electronic drift in the transducers was assumed to be 

incremental between check measurements and calibration. 

Hence the data were adjusted linearly, when necessary.

Assessment of Cross-Connections Between Boreholes

Short-term discrete-interval pumping tests were conducted 

to assess the connections between discrete intervals in different 

boreholes and to assess impacts on nearby piezometers com- " 

pleted in overburden and shallow bedrock. These tests were 

conducted on July 11 and 12, August 21, and during September 

15-19, 2002. Boreholes were pumped from discrete zones for 

approximately 3/4-hr intervals, while water levels were monitored in adjacent boreholes and piezometers. Continuous data 

loggers were temporarily installed in wells MW203R and 

MW204R. Water levels also were monitored using downhole 

transducers and data loggers in all nearby open shallow boreholes in overburden and bedrock including MW123SR, 

MW303SR, and MW104 (John Kastrinos, Haley and Aldrich, 

Inc., written commun., 2002). Data for these cross-connection 

tests were collected at 1-min intervals. Table 4 shows the location of the pumped intervals; the date, time, and rate of pumping; and which wells were monitored for head.
A transducer uses a strain gage, 

which records pressure in 

millivolts (mV), to measure the 

water pressure at a given depth 

of submergence (S). Linear 

regression analysis is performed 

on data from each transducer to determine the linear relation of 

the transducer output and the 

submergence.

inLULLJ 

O

zLU

O

DC LLJ^ 

CD=>

81S

Submergence, B = mx + b 

where m is the slope, x is the transducer output, and 

b is the y intercept

I I

~ D)Top of casing, 

elevation of 

measuring point

- E) Water-level elevation -<(

>- C) Depth to water

A) Depth of transducer, _^ 

below measuring point

)> B) Depth of submergence, 

determined from 

pressure transducer 

measurements

246 8 10 

TRANSDUCER OUTPUT, IN MILLIVOLTS

Depth to water, C

C =A-B

Elevation of water level, E 

E= D-C

c

5" 

to

NO 3 CDsO 33 a"

VI

B3

O

osr3aCO^*

o

Linear regression analysis Water-level computations

Figure 5. Determination of water levels from transducer data.
Methods of Investigation 17

Table 4. Data collection information for borehole-pumping cross-connection tests at the UConn landfill study area, Storrs, Connecticut.

[Method of pumping: P, peristaltic pump; S, submersible pump; F, foot valve pump. Boreholes monitored during pumping: D, zones in the boreholes were 

monitored with Druck PDCR35 transducers; L, open-hole water levels were monitored with Solinst Canada Level Logger downhole data logger. --, no data]

Pumping zones

Method of pumping

MW104R 

ZoneS

P

MW104R 

Zone 1

S

MW122R 

Zone 2

P

MW122R 

Zone 1

S

MW203R 

Zone 1

S

MW104R 

Zone 5

F

Pumping Rate 1

Date

Start time

End time

Rate of pumping, in gallons per minute

7/10/02

19:03

19:34

0.01

.7/11/02

11:14

' 11:51

0.25

7/11/02

13:49

14:37

0.06-0.10

7/11/02

15:03

15:33

0.20

7/11/02

16:58

17:58

0.10

8/21/02

--

-- 

Variable

Pumping Rate 2

Date

Start time

End time

Rate of pumping, in gallons per minute

7/10/02

19:35

19:45

0.20

7/11/02

11:55

12:15

1.00

7/11/02

14:37

14:40

0.30

7/11/02

15:33

15:46

0.25

7/11/02

17:38

17:58

0.50

--

--

--

--

Boreholes monitored during pumping

MW103R

MW104R

MW105R

MW122R

MW203R

MW204R

MW104 (piezometer) 

MW123SR

MW303SR

D

D

D

D

D

D

L 

L

L

D

D

D

'D

D

D

L 

L

L

D

D

D

D

D

D

L 

L

L

D

D

D

D

D

D

L 

L

L

D

D

D

D

D

D

L 

L

L

D

D

D

D

D

D

L 

L

L

Description of Precipitation Data

The water levels collected for this investigation were compared to daily precipitation data collected by the National Oceanic and Atmospheric Administration (NOAA) as part of a 

totally automated observation system used for operational forecasting. The precipitation data are not "official," which means 

there may be gaps in the record, and there may be errors that are 

not corrected. The precipitation data were downloaded monthly 

from the NOAA website for Willimantic, Connecticut 

(National Oceanic and Atmospheric Administration, 2002). 

Precipitation, including rain and snow, was reported daily, in 

hundredths of inches. The daily precipitation uses the period 1 

a.m. to 1 a.m. Eastern Standard Time (2 a.m. to 2 a.m. Eastern 

Daylight Time). Trace precipitation, which was simply identified as T in the NOAA database, was converted to a fixed 

numeric value of 0.001 inch in the database used to generate 

precipitation plots.

The daily precipitation measurements are plotted at the 

same scale as the hydrographs and are shown below the hydrographs. Figure 6A shows the average monthly precipitation collected during each year of the investigation. Average monthly 

values at the Willimantic gage show a great deal of fluctuation 

from month to month, so it is difficult to identify periods of 

drought. For comparison, the 30-year average monthly precipitation values are shown for gaging stations in Bridgeport and 

Hartford, Connecticut (fig. 6A). The monthly values in the 30- 

year average range from 3 to 4 in. over the entire year, and there 

are no clear seasonal-low or seasonal-high values in the longterm averages.
18 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

Figure 6B shows the monthly precipitation data in a cumulative plot, where the monthly values are summed over the year. 

In this form (as in fig. 6A) it is apparent that 1999 had high precipitation in January and in September, and average or belowaverage precipitation through the rest of the year. The total precipitation for 1999 was similar to the long-term cumulative 

averages. Figure 6A shows that there are some months with 

very low precipitation relative to the long-term average 

monthly values, but their occurrence appears to be sporadic 

rather than cyclic, and it is difficult to identify a long-term 

period of drought. The cumulative plots for 2000, 2001, and 

2002 show total annual precipitation that is slightly lower than 

the long-term cumulative averages.

Results of Investigations

In this section, the DZM completion and water-level data 

are summarized for each borehole. Hydrographs of the manually collected water levels are provided along with the packer 

inflation and daily precipitation for the same period of record. 

The hydraulic heads from discrete zones in the DZM system 

were compared to (1) the heads in adjacent monitoring zones in 

the same borehole, (2) precipitation data, (3) packer inflation, 

and (4) the heads measured in nearby DZM systems. Manual 

water-level measurements and packer inflations for each borehole are shown in data tables in appendix 2. The design, installation, and results of continuous water-level monitoring are 

summarized for the boreholes that were monitored continuously. Hydrographs showing the manual measurements and the 

continuous records are shown in appendix 3.

Fluctuations in Water-Level Hydrographs

Fluctuations in water-level data plotted in the hydrographs 

can be caused by several factors. Hydraulic heads vary in 

response to recharge, pumping, evapotranspiration, barometric 

pressure, and tidal forces. Long-term trends in the data and seasonal fluctuations can be seen in the study-area hydrographs 

constructed from periodic manual measurements. High-frequency fluctuations cannot be seen in the periodic data, but can 

be seen in the 15-min-interval continuous record. All hydrographs generated in this study were inspected for trends, fluctuations, abrupt changes, and outliers.

Precipitation is the dominant cause of water-level fluctuations. To aid in the interpretation of water-level fluctuations, 

daily precipitation was plotted along with the hydrographs. The 

water-level response to precipitation can be immediate or 

delayed, dramatic or subdued. Long-term cyclic patterns associated with seasonal changes in precipitation can be seen in the 

hydrographs. Typically during the summer, the combined effect 

of seasonal increases in evapotranspiration during the growing 

season and decreases in precipitation causes declines in water 

levels. During the spring and winter months, the water levels 

increase in response to the increase in precipitation and the 

decrease in evapotranspiration.

The continuous water-level data were analyzed to identify 

possible effects of pumping. These short-term fluctuations typically are cyclic and tend to coincide with regular pumping 

schedules, which can be weekly or daily cycles. No effects of 

pumping were identified in the continuous water-level records.

Changes in barometric pressure, which are associated with 

weather fronts, can cause short-term fluctuations. Even if the 

transducers are vented to the atmosphere, they still are affected 

by barometric changes on the aquifer. Typically, there is a lag 

between the change in barometric pressure and the change in 

water level; this lag is associated with the barometric efficiency 

of an aquifer (Todd, 1980). An increase in barometric pressure 

can cause a decline in the water level.

Earth tides, caused by the moon and sun's gravitational 

pull, are another cause of short-term fluctuations. Because there 

are five earth tides with periods of 12 to 24 h, the combined 

effect is a characteristic semi-diurnal fluctuation in the water 

level. Some characteristics of earth-tide influences include (1) 

the cycle occurs 50 min later each day; (2) the daily troughs of 

the water-level declines coincide with the daily transit of the 

moon, and are nearly coincident with the time that gravitational 

forces are at a maximum; (3) the largest fluctuations in the 

water levels coincide with the full moon and new moon 

(syzygy, when the sun, moon and earth are in alignment); and 

(4) small amplitude changes in the water levels occur when the 

earth tide forces are at a minimum (Todd, 1980). This fluctuation typically impacts semi-confined and confined aquifers. The 

continuous water-level data in this investigation show fairly 

strong effects of tidal fluctuations. The uppermost zones in the 

DZM systems show lower amplitude responses to the earth 

tides. Gravitational forces were computed for November 2001 

for latitude 41° 48' 45" and longitude 72° 16' 15" at an elevation of 600 ft above NAVD 88 (fig. 7) (Harrison, 1971).
Results of Investigations 19

(A)

AVERAGE MONTHLY PRECIPITATION

c/> 7 -I

UJ 

1 o c6 -

z

Z c. .

^ w

5 x, -

PRECIPITATIC

J hO3CO -> 

! 1i

r

f

f

}[

1

..

, 1

r

i

1

t

Willimantic, CT Monthly 

 1999

D2000 

 2001 

P2002

30-Year Average Month 

H Bridgeport, CT 

 Hartford, CT

W1

1 n

ill

_

iy

Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 

MONTH

(B)

z 

O 

H

E

CUMULATIVE MONTHLY PRECIPITATION

50

45

40

35

30

"25

UJ -

> ~z 20 

1 10

0

Willimantic, CT Monthly

 1999 

D2000

 2001 

D2002 

30-Year Average Monthly

 Bridgeport, CT

 Hartford, CT

Lilil S

Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

MONTH

Figure 6. (A) Average monthly precipitation at three locations in Connecticut. (B) Cumulative monthly precipitation at three locations 

in Connecticut.
20 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

200

-200 

11/1/2001 11/6/2001 11/11/2001 11/16/2001 11/21/2001 11/26/2001

DATE

12/1/2001

Figure?. Calculated gravimetric forces for latitude 41° 48' 45", longitude 72° 16' 15" at an elevation of 600 feet for the period between 

November 1,2001 and December 1,2002.

Problems Common to Discrete-Zone Monitoring 

Systems and Data Loggers

Problems common to many of the DZM systems and leading to periods of missing or unreliable data include failing packers, leaking pressure lines, freezing water lines, failing pressure 

gages used to monitor the packer inflations, and overflowing 

water in individual CMT channels. Other problems unique to 

the continuous-monitoring systems also can lead to the loss of 

continuous record. These include moisture problems in the 

data-logger shelter, shifted or damaged transducers, and battery 

or data-logger failure.

Packer failure and leaking pressure systems. Immediately after the DZM systems were installed, packer inflation 

was monitored every few days until it stabilized. Sometimes fittings at the top of the borehole had to be replaced. The DZM 

systems in two of the boreholes, MW101R and MW103R, had 

to be removed, and leaking packers had to be replaced. The 

packers maintained inflation fairly well, unless water was 

pumped from the discrete zones. Consequently, packer inflations were checked and maintained after all water-quality sampling events. In general, packer inflations were "topped off 

about every 4 to 8 weeks or as needed.

Typically the packers were filled to a total pressure of 

about 20 psi over ambient conditions. During field testing, 

hydraulic head differences in some boreholes were maintained 

with packer inflations as low as 6 psi. In cases where packer

pressure fell below 10 psi, the data points were reviewed, and if 

the water levels in adjacent zones converged, then the head 

measurements were identified as "packer failure," and these 

data were not included in the hydrographs.

Freezing conditions. The inflation lines, which are filled 

with water, were subject to freezing during winter months. During these periods of frozen lines, the packer inflations could not 

be determined. The packer and pressure integrity, however, was 

considered to be sufficient if differential heads were maintained. The water-level records indicate that if the lines 

remained frozen, the differential heads were maintained. When 

the lines thawed, however, the inflation lines, gages and packers 

would leak, causing the convergence of water levels. After the 

winter of 2001, all of the inline gages had to be replaced or 

removed because of damage caused by freezing.

The frozen inflation lines were a problem typically when 

the packers had to be reinflated after sampling during the winter 

months. Multiple steps were taken to attempt to prevent the 

inflation lines from freezing including:

1. The shelters and the casing were wrapped with insulation 

to retain heat in the borehole.

2. The inflation lines were lowered into the borehole and 

below the frost line, and a string was attached to the lines 

to aid in their retrieval. This method may have temporarily 

delayed the inflation lines from freezing, but did not prevent it.
Results off Investigations 21

3. Injecting air bubbles into the top of the inflation lines was 

attempted on selected boreholes, but this action did not 

prevent freezing.

4. The addition of a light non-aqueous phase food additive 

(with a very low freezing point) to the top of the inflation 

lines was considered. Because this oil floats, opening the 

top of the inflation line would force the oil out of the line 

where it could be captured and reused the following year. 

However, this procedure was not used because of concerns 

of the potential for leakage or spillage.

5. Another alternative, which was considered, was to put a

solar-powered active heating source into the well shelters.

Because of concerns with vandalism, however, this

method was not attempted.

During the winter months, access to some of the channels 

in the DZM systems also were periodically and temporarily 

blocked because of freezing or because of friction in the channel, which prevented the water-level meter from reaching the 

water surface. Hence, there are periods of missing measurements in water levels and pressure readings.

Flowing or dry conditions. Only one borehole in the 

study area, MW201R, flows for part of the year. During that 

period of record, the head is known to be higher than the top of 

casing. During flowing conditions, the heads on the hydrograph 

plot at the height of the top of the casing, and the associated data 

points are labeled as "flowing." A similar problem occurs in the 

overburden piezometers, MW104 and MW109, when the water 

level declines below the bottom of the well. The affected portions of the records are labeled as "dry."

Moisture conditions. High moisture levels in the datalogger shelter adversely affected the DZM systems that were 

monitored with continuous water-level monitoring equipment.

Desiccants were used in the data-logger shelter to keep the 

transducers as dry as possible. Because the transducers used in 

the DZM systems are vented transducers, they are subject to 

blockage by moisture. Adversely affected data were omitted 

from the record.

Shifted or damaged transducers. Occasionally, transducers were moved during sampling events, and they were not 

returned to the same place. This problem was identified in the 

calibration process. One transducer or cable in the DZM system 

in MW101R was damaged and replaced. The adversely affected 

data were removed from the hydrograph.

Battery or data-logger failure. If the battery power 

dropped below the operating voltage, the data logger stopped 

recording. Data that had already been saved on the CR10X data 

loggers were not affected. All periods of missing data or data 

that were corrupted are shown as missing data on the continuous 

water-level hydrographs.

Results for Boreholes at the UConn Landfill Study Area

This section discusses data collection and compilation for 

each borehole where discrete-zone hydraulic measurements 

were made in the UConn landfill study area. As applicable, the 

discussion for each borehole includes (1) manual open-hole 

water-level measurements, (2) manual DZM system water-level 

measurements, (3) continuous DZM systems water-level measurements, and (or) (4) cross-connection pumping tests and 

connectivity analyses. The DZM completion for MW101R is 

shown in figure 4 and the DZM completions for the other boreholes in this study are shown in figure 8.
o

z

oLJ_oQ.

Oo

_1 LU CQLU LLJ0. LU QZOT <O LL O 

D_ 

O

O_l 

LJJ CQLU 

LUQ_ LLJ Q

A)MW103R

0 571.0

26.548.0

77.089.0

112.0131.0

544.5 

Zone 1

523.0 

Zone 2

494.0

Zone 3

482.0

Zone 4

459.0

ZoneS 

440.0

Casing

F) MW122R

0 581.4

569.9

Zone 1

521.9 

Zone 2 

510.4

Zone 3

454.4

Packer

127.0

B)MW104R

0 575.5

18.0 n 557.5

> Zone 1

37.0 538.5

Zone 2

73.0

85.0

104.0

127.0

502.5 

Zone 3 

490.5

Zone 4 

471.5

Zone 5 

448.5

G)MW201R

0 554.2 

15.2 PI 539.0

Zone 1

50.0

70.0

90.0

125.7

504.2 

Zone 2

584.2 

Zone 3

464.2

Zone 4 

428.6

C) MW105R

0 565.8

12.0

55.5

71.081.0

107.0

127.0

553.8

Zone 1

510.3 

Zone 2

494.8

Zone 3

484.8

Zone 4

458.8

Zone 5

438.8

H) MW202R

0 582.3

13.5

38.0

100.0127.0

568.8 

Zone 1

544.3

Zone 2

482.3

Zone 3

455.4

D) MW109R 0 582.3

20.0

36.050.069.0

94.0

127.0

562.3 

Zone 1

546.3

Zone 2 

532.3

Zone 3 

513.3

Zone 4 

488.3

Zone 5 

455.3

I) MW203R 0 576.9

14.4

44.089.0

125.0

562.5

Zone 1 

532.9

Zone 2

487.9

Zone 3

451.9

E)MW121R 0 588.8

11.0 fl 577.8

Zone 1

56.5 532.3

127.0

Zone 2

461.8

8

ife

O 

H

00 

<

< 

Q

LLJ 

<

LLJ 

O

.

LLJ

z>

LLJ 

w<

J) MW204R

0 575.3

13.1 B 562.2

I 1

j Zone 1

31.0 544.3

1

I I

Zone 2

j

I

69.0 506.3 I \

j I i

;' Zone 3 ' 

127.8 _ 447.6

18H 05 or "-

O LL

LLJ 

2

B?CQ 

<

< 

Q

LLJ 

<

LLJ 

O

Z CC

LLJ

z>o 

z

H 

<

<o> C£LLJu"^ 

<

CO

pU)'

o

IMO 

3 CD2 o =l*yo2^5"

CO

IST3a

Figure 8. Discrete-zone monitoring system completions for boreholes in the UConn landfill study area, Storrs, Connecticut.
Results of Investigations 23

Borehole MW101R

Borehole MW101R is located on the northern flank of the 

landfill near a wetland (fig. 1). The borehole was drilled using 

air-hammer rotary methods and was completed as an open hole 

with 23 ft of 6-in-diameter steel casing and open to a depth of 

about 126 ft below land surface. Below the casing, the DZM 

system isolates four zones at elevations of 530.5-514.5 ft; 

512.5-493.5 ft; 491.5-485.0 ft; and 483.0-426.5 ft above NAVD 

88 (fig. 4). A DZM system was successfully installed on June 

14, 2000. Attempts were made to install the packer system on 

May 31, June 8, and June 9,2000, but for various reasons these 

packer installations were not successful. Transmissive fractures 

were identified in Zones 1, 2, and 3 at depths of 35, 45, and 65 

ft below the top of the casing (Johnson and others, 2002). Three 

packers were installed in MW101R at center depths of 40.0, 

61.0, and 69.5 ft below the top of casing (fig. 4). Four ports were 

installed at depths of 35.0,46.0, 65.0, and 72.0 ft below the top 

of casing.

A hydrograph was constructed with manual measurements 

for borehole MW101R (fig. 9). The lowest zone in the borehole 

has the highest head, and the uppermost zone has the lowest 

head. For example on March 14, 2001, the head in Zone 4 was 

552.57 ft above NAVD 88, higher than the heads in Zones 1, 2, 

and 3, which were 551.05,551.20, and 552.26 ft above NAVD 

88, respectively. Thus the driving potential between Zone 4 and 

Zone 3 is upward. Similarly, the head in Zone 3 is higher than 

the head in Zone 2, which is higher than the head in Zone 1. This 

pattern is consistent over the entire period of record.

The hydrograph for MW101R shows an upward driving 

potential between all discrete zones in the borehole. The head in 

a nearby piezometer, MW101, which is screened in the overburden, is lower than any of the heads in the bedrock well (Haley 

and Aldrich, Inc. and others, 2000, table 5). These results indicate an upward hydraulic gradient in the bedrock and between 

the bedrock and overburden.

All zones respond to precipitation as seen by the increased 

heads associated with the rainfall on September 15, 2000, 

December 16, 2000, June 17, 2001, and May 13, 2002. The 

overall water levels, however, did not decline much during the 

period of drought from June 2001 to September 2001, showing 

only a few feet of decline.

The head and transmissivity values estimated with two 

heat-pulse flowmeter profiles are shown in table 5. The hydraulic heads are consistent with the DZM system results. On 

August 26, 1999, a heat-pulse flowmeter measured upward 

flow of 0.018 gal/min between the fractures at 65 and 35 ft 

(Johnson and others, 2002). Although the magnitude of head 

difference changed over the period of record, the driving potential was consistently upward between zones in the borehole. 

This implies that if multiple heat-pulse flowmeter measurements were taken over the same period of record, the rate of vertical flow would change, but the direction of measurable flow 

would always be upward. In addition, the DZM system provided information about the magnitude of differential heads 

between fractures that did not have flow measurable at the resolution of the heat-pulse flowmeter.

The magnitudes of the differences in head between zones 

simulated with Paillet's program (2000) are very similar to the 

differences between Zone 1, Zone 2, and Zone 3 measured with 

the DZM system. The elevations of the water levels are lower 

than the water levels collected during August 2001 and August 

2002. The water level for Zone 2, however, which is the most 

transmissive zone in the borehole, is similar to the open-hole 

heads obtained in August and September 1999, when the flowmeter logs were collected. The simulated ambient and pumped 

flow profiles are correlated, and the model SS error was 0.0006 

gallons per minute, squared (gal/min)2 .

The transmissivities obtained with the heat-pulse flowmeter logging and modeling were greater than the transmissivity 

estimates determined with discrete-interval packer testing 

(Haley and Aldrich, Inc. and others, 2002). Discrete-interval 

constant-rate withdrawal tests gave an estimated transmissivity 

of 3.1 ft2/d for the fracture at a depth of about 45 ft. Using two 

different methods of interpretation, the transmissivity of the 

lower zone at 65 ft was estimated at 3.1 ft2/d and 18 ft2/d (Haley 

and Aldrich, Inc. and others, 2002). Results of the modeled 

flowmeter logging are between these two estimates.

The upward driving potential in MW101R and between 

MW101R and piezometer MW101 and the proximity of 

MW101R and MW101 to a perennial wetland is consistent with 

the interpretation that MW101R and MW101 are located in a 

ground-water discharge area. The heads in MW101R are consistently lower than the heads in MW103R and in the other 

boreholes near the former chemical-waste disposal pits, indicating that MW101R is in a ground-water discharge location.
24 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

MW101RandMW101 O MW101R(531-426ft)

- Zonel (531-515 ft)

-O-Zone 2 (513-494 ft)

-A Zone 3 (492-485 ft) 

 Zone 4 (483-426 ft) 

MW101 (550-540 ft)

5/1/2000 9/1/2000 1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

DATE

NATIONAL WEATHER SERVICE DATA FROM WILLIMANTIC, CONNECTICUT

U.O

I 5:

O O

Z W

- o: 

o.

F 2

nfeu o

5/1/2000 9/1/2000 1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

-j. 30

O 25

- 20

S 15

< 10

PACKER PRESSURE IN MW101R

Q- OT

Frozen N 5t recorded Frozen

0

5/1/2000 9/1/2000 1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

Figures. Hydrographs for MW101 Rand MW101 in the UConn landfill study area, Storrs, Connecticut. Values in parentheses next to the 

symbols indicate the elevation of open hole forthat monitoring zone. Precipitation and packer-pressure data are shown below the 

hydrograph. Gaps in the record indicate missing or erroneous data that were omitted.
Results of Investigations 25

Table 5. Heads and transmissivity derived from heat-pulse flowmeter measurements in MW101R in the UConn landfill study area, 

Storrs, Connecticut, August 30,1999.

[DZM, discrete-zone monitoring (system). Elevation is based on NAVD 88]

Depth, 

in feet below 

top of casing

35.0 

45.0 

65.0

Transmissive 

fracture in 

DZM zone

Zone 1 

Zone 2 

Zone 3

'Relative head, 

in feet

-1.67 

-0.32 

0

Water-level 

elevation, 

in feet

547.54 

548.89 

549.21

Transmissivity, 

in feet squared 

per day

2.1 

14.3 

10.1

Proportion of 

transmissivity, 

in percent

8 

54 

38

Relative head is the magnitude of head for the zone relative to the head of the lowermost zone.

Transducers were installed in Zones 1, 2, and 3 at 

MW101R. Over much of the record, the continuous record 

showed a fairly poor correlation with the measured values. A 

plot of manual measurements and corrected continuous waterlevel measurements data are shown in appendix 3A. A table 

shows the calibration values and transducer set depths that were 

used to compute the water levels (appendix 1 A). Large correction values of up to 1.5 to 2 ft in the set depths were needed after 

the transducers were temporarily removed from the borehole 

for ground-water sampling. Because the water levels were near 

or above land surface over most of the year, the data logger and 

the vented ends of the transducers were subject to moisture, 

which may have contributed to poor correlation with manually

measured values. In mid-June 2002, the transducer in Zone 3 

appears to have had the vent line blocked, which could account 

for the nearly 2-ft error in the water level measured by the transducer as compared to the manual measurements. This transducer was replaced in September 2002. Once the transducer 

data were corrected to the manual measurements, the hydrographs identified more fluctuation in water levels than were 

recorded in the manual measurements. All transducers showed 

water-level increases associated with precipitation events. None 

of the transducers showed strong responses to the gravimetric 

forces, but Zone 3 showed the strongest response of any of the 

zones under full- and new-moon conditions.
26 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

Borehole MW103R

Borehole MW103R is located at the base of the slope of 

the landfill on the northwestern side of the landfill (fig. 1). 

Borehole MW103R was drilled using air-hammer rotary methods, was completed with 26.5 ft of 6-in-diameter casing, and 

was open below the casing to 129 ft below land surface. Four 

packers were installed during September 2000 at center depths 

of 48.0, 77.0, 89.0, and 112.0 ft below top of casing (fig. 8A). 

Five ports were installed at depths of 32.0, 54.0, 82.0, 100.0, 

and 119.0 ft below top of casing. Below the steel casing, the 

DZM system isolates five zones at elevations of 544.5-524.0; 

522.0-495.0; 493.0-483.0; 481.0-460.0; and 458.0-440.0 ft 

above NAVD 88. Because the original packers did not maintain 

sufficient inflation, they were replaced in November 2000. Two 

transmissive fractures were identified in Zone 1 at about 30 and 

33 ft below the top of casing, and another transmissive fracture 

was identified in Zone 3 at 82.5 ft below the top of casing 

(Johnson and others, 2002). Transmissive fractures identified in 

Zones 1 and 3 were targeted for water-quality sampling.

A hydrograph of MW103R shows that the water levels in 

the lower four zones are fairly similar and have a higher hydraulic head than the uppermost zone in the borehole (fig. 10). Over 

most of the period of record, the water levels in Zones 2, 3, 4, 

and 5 are similar to and higher than the head in Zone 1. These 

results indicate an upward driving potential, consistent with the 

interpretation that MW103R is located in a discharge zone. The 

heads measured in the DZM system are not in agreement with 

the flowmeter data collected in 1999 and described below.

The hydrograph (fig. 10) indicates that all zones show a 

response to precipitation. During a period of minimal precipitation, from spring of 2001 through December 2001, heads from 

all zones showed about a 9-ft decline. The heads in all zones 

during this period of drought are very similar, showing less of a 

driving potential than during times with more precipitation.

Heat-pulse flowmeter measurements collected under 

ambient conditions on September 17, 1999, indicated that 

ground water entered borehole MW103R at about 32 ft below 

the top of casing and flowed downward, where it exited the 

borehole at 82 ft below the top of casing. Under pumping conditions, most of the water entered the borehole from the fractures near a depth of 30 ft, no outflow occurred at 82 ft, and a 

minor amount (less than 5 percent) of water entered at 118 ft 

below the top of casing. The system was simplified and modeled as a two-fracture system. The head and transmissivity computed from the two heat-pulse flowmeter profiles are shown in 

table 6. The model produced an SS error of less than 0.0001 

(gal/min)2 . The transmissivity results confirm that the upper 

zone is the dominant transmissive fracture in the borehole. The 

modeled heads show a downward driving potential, which is 

contradictory to what was observed in the long-term head 

records in the DZM system. This is the only borehole in the 

study where the heads from the DZM system differed with the 

results of the heat-pulse flowmeter. One possible explanation is 

that the heat-pulse flowmeter results were collected during an 

extreme period of drought when the direction of driving potentials may have been temporarily reversed. The transmissivities 

obtained with the heat-pulse flowmeter logging and modeling 

are similar to the results of discrete-interval packer testing, 

which identified the upper zone to have a transmissivity of 

19 ft /d and the lower zone to have a transmissivity of 6.6 ft2/d 

(Haley and Aldrich, Inc. and others, 2002).

The heads were compared to nearby piezometer, MW103, 

completed in the overburden, and to borehole MW101R farther 

to the north. The hydrograph indicates a consistent upward driving potential between all discrete zones in borehole MW103R 

and piezometer MW103 (fig. 10). The heads in all zones in 

MW103R are consistently higher than the elevation of heads in 

MW101R. Borehole MW103R is considered to be at an intermediate location along the north-south flowpath extending from 

the ground-water divide towards the wetland to the north of the 

landfill.

Transducers were installed in Zones 1, 2, 3, and 5. The 

continuous record showed fairly good correlation with the measured values; these results are presented in appendix 3B. The 

continuous record shows more fluctuation in water levels than 

were recorded in the manual measurements.

Only minor adjustments were applied to the calculation of 

water levels from transducer data. The continuous record for 

Zone 1 showed the most variation in water-level response to 

precipitation events. The heads in Zones 2,3, and 5 also showed 

a response to precipitation, although the water-level response 

was more subdued than in Zone 1.

Hydraulic heads in Zones 2, 3, and 5 showed response to 

the gravimetric forces and a well-defined semi-diurnal pattern. 

Under full- and new-moon conditions, the amplitude of the 

daily water-level changes was about 0.08 ft in Zone 2; 0.12 ft in 

Zone 3; and about 0.06 ft in Zone 5. The uppermost zone, Zone 

1, does not show gravimetric tidal fluctuation, indicating it is 

unconfined.

Table 6. Heads and transmissivity derived from heat-pulse flowmeter measurements in MW103R in the UConn landfill study area, 

Storrs, Connecticut, September 17,1999.

[DZM, discrete-zone monitoring (system). Elevation is based on NAVD 88]

Depth, 

in feet below 

top of casing

32.0 

82.0

Transmissive 

fracture in 

DZM zone

Zone 1 

Zone3

1 Relative head, 

in feet

0.68 

0

Water-level 

elevation, 

in feet

562.75 

562.07

Transmissivity, 

in feet squared 

per day

21.0 

6.9

Proportion of 

transmissivity, 

in percent

75 

25

Relative head is the magnitude of head for the zone relative to the head of the lowermost zone.
Results of Investigations 27

MW103RandMW103 MW103R (545-441 ft)

-Zonel (545-525 ft)

-Zone 2 (523-495 ft) 

-A Zone 3 (493-483 ft)

-Zone 4 (481-460 ft)

-Zone 5 (458-483 ft)

-MW103 (563-553 ft)

9/1/2000 1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003 

DATE

NATIONAL WEATHER SERVICE DATA FROM WILLIMANTIC, CONNECTICUT

CO S- 2

X 0.

O O

Z - UJ or

9/1/2000 1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

25

a: x 20 fi o

0.

PACKER PRESSURE IN MW103R

£ 15

"UJ

a: 10

o

-rozen I f1 lot recorded .Fro

9/1/2000 1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

Figure 10. Hydrographsfor MW103R and MW103in the UConn landfill study area, Storrs, Connecticut. Values in parentheses next to 

the symbols indicate the elevation of open hole forthat monitoring zone. Precipitation and packer-pressure data are shown below the 

hydrograph. Gaps in the record indicate missing or erroneous data that were omitted.
28 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

Borehole MW104R

Borehole MW104R was drilled using air-hammer rotary 

methods and was completed with 18 ft of 6-in-diameter casing 

and open below the casing to about 125 ft below land surface. 

A total of four packers was installed at center depths of 37.0, 

73.0, 85.0, and 104.0 ft below the top of casing (fig. 8B). Five 

ports were installed at depths of 24.0, 45.0, 81.0, 88.0, and 

110.0 ft below the top of casing. Below the steel casing, the 

DZM system isolates five zones at elevations of 557.5-539.5; 

537.5-503.5; 501.5-491.5; 489.5-472.5; and 470.5-448.5 ft 

above NAVD 88. Transmissive fractures identified in Zones 1 

and 5 were targeted for hydraulic testing and water-quality sampling (Johnson and others, 2002). The open-hole head, collected 

prior to the installation of the DZM system on September 18, 

2000, was dominated by the head in Zone 5, indicating this zone 

is the most transmissive zone in the borehole. Previous investigations, however, indicate that the upper and lower transmissive zones have nearly the same transmissivity (Johnson and 

others, 2002).

All zones show fairly sharp increases in head in response 

to precipitation and gradual declines in head in the absence of 

precipitation (fig. 11). In each zone in MW104R, the water levels show a decline of about 10 ft from the spring of 2001 to the 

winter of 2001 in response to seasonal variation and drought.

Heat-pulse flowmeter measurements collected on August 

30, 1999, in MW104R indicate that ground water entered near 

the top of the borehole at a depth of 24 ft and flowed downward 

exiting the borehole near the bottom at a depth of 108 ft below 

the top of casing. Water levels collected in the DZM system are 

consistent with the flowmeter profiles. Water levels collected 

from Zones 1-4 show progressively lower heads, indicating 

downward driving potentials (fig. 11). Zones 4 and 5 have the 

same head over most of the profile.

The heads computed from heat-pulse flowmeter profiles 

have a similar downward driving potential, but the magnitude of 

the difference computed with the flow profiles is much less than 

what has been measured in the DZM system. The computed 

head of the lower zone (554.38 ft above NAVD 88) is similar to 

the DZM heads collected during the summer months in 2000

and 2001, and the computed head of the upper zone (555.03 ft 

above NAVD 88) is substantially lower than the heads observed 

in the upper zone of the DZM system during the summer 

months of 2000 and 2001. This difference may be because the 

flowmeter results were collected in August 1999, during a time 

when there was less precipitation and recharge, and hence less 

downward driving potential.

The transmissivities computed from the two heat-pulse 

flowmeter profiles are shown in table 7. The model produced an 

SS error of 0.0001 (gal/min)2 . The results show the two zones 

to be almost equally transmissive. The transmissivity of the 

lower zone is somewhat lower than the estimates of transmissivity determined with packer testing methods, which estimated 

a transmissivity of 22 ft2/d (Haley and Aldrich, Inc. and others, 

2002).

In piezometer MW104, which is completed in the overburden near MW104R, the heads are slightly higher than the heads 

in Zone 1 in MW104R, indicating a downward driving potential 

between the overburden and bedrock. Moreover, when the 

borehole liner was removed from MW104R for geophysical 

logging and sampling, the head in MW104 dropped to the bottom of the piezometer indicating a very strong connection 

between the bedrock and the overburden at this location (John 

Kastrinos, Haley and Aldrich, Inc., written commun., 2000). 

This observation indicates the importance of a borehole liner or 

a DZM system to minimize flow created by the driving potential 

between the overburden and the bedrock.

The heads in the uppermost zone, Zone 1, are consistently 

higher than the heads in all other zones in MW104R. The heads 

in the upper zone of MW104R are often at the same elevation 

as the head in the upper zone of MW204R. The hydraulic head 

in the upper zone of MW104R is consistently at a higher elevation than all nearby boreholes to the north and south of the 

former chemical-waste disposal pits, including MW203R, 

MW103R, MW122R, and MW105R. These data are consistent 

with the conceptual flow model for the site, which considers 

this part of the study area to be a local recharge zone near the 

ground-water divide.
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VERTICAL DATUM OF 1988

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30 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

Table 7. Heads and transmissivity derived from heat-pulse flowmeter measurements in MW104R in the UConn landfill study area, 

Storrs, Connecticut, August 30,1999.

[DZM, discrete-zone monitoring (system). Elevation is based on NAVD 88]

Depth, 

in feet below 

top of casing

24.0 

108.0

Transmissive 

fracture in 

DZM zone

Zone 1 

Zone 5

-Relative head, 

in feet

0.65 

0.0

Water-level 

elevation, 

in feet

555.03 

554.38

Transmissivity, 

in feet squared 

per day

15.1 

12.9

Proportion of 

transmissivity, 

in percent

54 

46

Relative head is the magnitude of head for the zone relative to the head of the lowermost zone.

Transducers were installed in Zones 1,3, and 5. The continuous record showed fairly good correlation with the measured values (appendix 3C). Some minor shifts in the transducer 

set depths were needed after the transducers were temporarily 

removed from the borehole for ground-water sampling. The 

continuous record for Zone 1 showed more variation in the 

water levels than the deeper Zones 3 and 5. The abrupt increases 

in water level in Zone 1 are associated with precipitation events. 

The heads in Zones 3 and 5 also showed a response to precipitation, although the response was more subdued than in Zone 1.

Zones 3 and 5 showed a strong response to the gravimetric 

forces and a well-defined semi-diurnal pattern. Under full- and 

new-moon conditions, the amplitude of the daily water-level 

changes was 0.2 ft in Zone 5 and 0.1 ft in Zone 3, which indicates that Zone 5 is more transmissive than Zone 3. The uppermost zone, Zone 1, does not show gravimetric tidal fluctuation, 

indicating it is unconfined.
Results of Investigations 31

Borehole MW105R

Borehole MW105R is 300 ft southwest of the landfill and 

approximately 460 ft south of the former chemical-waste disposal pits. MW105R was drilled using air-hammer rotary methods and was completed with 12 ft of casing and open below the 

casing to about 123 ft below the land surface. A total of four 

packers was installed in August 2000 at center depths of 55.5, 

71.0, 81.0, and 107.0 ft below the top of casing (fig. 8C). Five 

ports were installed at depths of 50.0, 63.0, 74.0, 90.0, and 

110.0 ft below the top of casing. Below the steel casing, the 

DZM system in MW105R isolates five zones at elevations of 

553.8-511.3; 509.3-495.8; 493.8-485.8; 483.8-459.8; and 

457.8-438.8 ft above NAVD 88. The open-hole head collected 

on August 9, 2000, is dominated by the head in the lowermost 

zone (Zone 5), but is still influenced by the head in Zone 3. This 

is consistent with the interpretation of heat-pulse flowmeter and 

hydraulic testing methods that identified the fractures in Zone 3 

as transmissive and the fractures in Zone 5 as twice as transmissive as the fractures in Zone 3 (Johnson and others, 2002). Both 

of these fractures were targeted for water-quality sampling.

Over most of the period of record, driving potentials were 

consistently downward (fig. 12). Some minor variations and 

reversals in driving potentials occurred in Zones 1 and 2 during 

summer. From August 2000 to November 2000, the driving 

potential was upward from Zone 2 to Zone 1. During periods of 

recharge (February 2001 to April 2001 and February 2002 to 

June 2002), the head in Zone 1 was higher than the head in Zone 

2, and the driving potential was downward. The heads in Zones 

1,2, and 3 are consistently higher than the heads in Zones 4 and 

5, indicating an overall downward potential for flow in the borehole.

All zones responded to precipitation. For example, all 

zones showed minor increases during the precipitation on 

December 17, 2000; March 30, 2001; and June 17, 2001. The 

heads within a single zone show as much as 7 ft of decline from 

spring 2001 through December 2001 in response to seasonal 

variation and drought.

No ambient flow was measured with the heat-pulse flowmeter on August 30, 1999; however, flow profiles were collected under two different pumping rates and were used to simulate the hydraulic head and transmissivity. For the 

calculations, the ambient heads were set to zero, because no 

ambient flow was measured with the heat-pulse flowmeter. In 

actuality, there may have been differences in head, which 

caused a minor vertical flow that was less than the resolution of 

the heat-pulse flowmeter. The hydrograph of the discrete-intervals indicated downward driving potentials in August 2001 and 

2002.

Transmissivity values from discrete-interval packer testing

f\

were estimated at 2.0 ft /d for the fracture at a depth of about 74 

ft below top of casing and 13 ft /d for the fractures at depths of 

111 to 113 ft below the top of casing (Haley and Aldrich, Inc. 

and others, 2002). The results from the heat-pulse flowmeter 

measurements (table 8) are higher than the packer-test results, 

but still within an order of magnitude.

For the entire period of record, the heads in MW105R were 

consistently lower than the heads in MW104R and MW203R to 

the north. The heads in MW105R were higher than the heads in 

MW201R to the south, indicating that MW105R is in an intermediate location along a southern flowpath. The hydrograph 

and the directions of driving potentials indicate that seasonally, 

the top part of MW105R discharges upward, but there is also a 

downward driving potential from the top of the borehole to the 

bottom of the borehole, consistent with a borehole located in an 

intermediate setting along a flowpath southwest of the landfill.

Continuous water-level data were collected in four zones 

in MW105R from November 2001 to November 2002 (appendix 3D). Transducers were installed in Zones 1, 2, 3 and 5. The 

continuous data show the same seasonal trends as the manual 

measurements. In addition, the continuous measurements capture minor increases in ground-water levels in response to precipitation events and effects of tidal forces. The continuous 

water-level record and manual measurements from November 

11,2001, to February 1,2002, are shown in figure 13. The water 

levels increase over the period. The manual and continuous 

records indicate a change in the driving potential between Zone 

1 and Zones 2 and 3.
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34 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

Table 8. Heads and transmissivity derived from heat-pulse flowmeter measurements in MW105R in the UConn landfill study area, 

Storrs, Connecticut, August 30,1999.

[DZM, discrete-zone monitoring (system). Elevation is based on NAVD 88]

Depth, 

in feet below 

top of casing

74.0 

111.0-113.0

Transmissive 

fracture in 

DZM zone

Zone 3 

Zone 5

1 Relative head, 

in feet

0.0 

0.0

Water-level 

elevation, 

in feet

567.30 

567.30

Transmissivity, 

in feet squared 

per day

6.3 

39.0

Proportion of 

transmissivity, 

in percent

14 

86

Assumed same head because no ambient flow.

The expected effects of gravimetric forces for this location 

are superimposed on other natural fluctuations (fig. 13). The 

variation in the amplitude of water-level change over a monthly 

cycle is related to the strength of the gravimetric forces computed over this time period for this location. The highest amplitude changes occur at the new and full moons, and the lowest 

amplitude responses occur between the new and full moon 

(quadrature). Figure 13 also demonstrates that the most transmissive zone in MW105R shows the highest amplitude of semidiurnal change (0.12 ft), which is consistent with theoretical 

predictions (Hsieh and others, 1987). The Zone 2 and Zone 3 

transducers show about half as much change in semi-diurnal 

amplitude (0.05 and 0.06 ft, respectively). The uppermost transducer shows little to no change in water-level response to tidal 

forces, which indicates that Zone 1 is unconfined and the water 

level in Zone 1 is unaffected by earth tides.
Results of Investigations 35

Borehole MW109R

Borehole MW109R is located on the hillside east of the 

landfill. The borehole was drilled using tricone roller bit drilling 

methods and was completed with 20 ft of 4.5-in-diameter casing 

and open below the casing to about 124 ft below land surface. 

Four 4-in-diameter packers were installed at center depths of 

36.0, 50.0, 69.0, and 94.0 ft below the top of casing (fig. 8D). 

Five sampling and monitoring ports were installed at depths of 

26.0, 44.0, 62.5, 75.0, and 110.0 ft below the top of casing. 

Below the casing, the DZM system isolates the five zones at elevations of 562.3-547.3; 545.3-533.3; 531.3-514.3; 512.3-489.3; 

and 487.3-455.3 ft above NAVD 88.

The hydrograph for MW109R is shown in figure 14. Over 

the period of record, the four lower zones (Zones 2, 3,4, and 5) 

have similar heads. The head in Zone 1, however, is approximately 4 ft higher than the lower zones, indicating a strong 

downward driving potential.

Borehole MW109R shows strong seasonal fluctuations 

with water levels peaking in spring, declining through the summer and fall, and recharging in the winter and spring. Seasonal 

fluctuations associated with periods of minimal precipitation 

have as much as 15 and 17 ft of head decline, indicating the 

head response in this borehole is highly sensitive to precipitation (fig. 14). Heads in all zones showed minor spikes in 

response to precipitation. Water levels in the overburden piezometer, MW109, were consistently higher than the water levels in the MW109R discrete zones, indicating a downward driving potential between the overburden and bedrock. During 

much of the period of record, however, MW109 was dry, and 

the water level was below an elevation of 566.47 ft.

Heat-pulse flowmeter measurements on July 20, 2000, in 

MW109R indicated that under ambient conditions, ground 

water entered the borehole at depths of 113 and about 75 ft and 

flowed upward and exited the borehole at about 62 ft below the 

top of casing. Concurrent with upflow in the lower zones of the 

borehole, water entered the borehole at depths of 26 and 44 ft 

below the top of casing and flowed downward, exiting the borehole at 62 ft below the top of casing. Heat-pulse flowmeter measurements indicate the fracture at 62 ft was the most transmissive fracture in the borehole. The heads in all other zones are 

consistent with the flow regime measured with the heat-pulse 

flowmeter. A comparison of open-hole head with DZM heads 

immediately after the installation of the DZM system on May 4,

2000, indicates Zone 3 had the lowest head, which is consistent 

with the flowmeter logs that identified the fracture in Zone 3 at 

62 ft as the receiving fracture. The open-hole head measured on 

May 4, 2000, was nearly coincident with the heads in Zones 3, 

4, and 5 (appendix 3E). Although Zone 3, which contains the 

fracture at 62 ft, was estimated to account for 80 percent of the 

transmissivity, the open-hole head on May 4, 2001, was still 

influenced by the higher heads in the other zones.

The heads and transmissivity computed from the two heatpulse flowmeter profiles collected in July 1999 are shown in 

table 9. The model produced an SS error of 0.0301 (gal/min)2 . 

The head values appear to be reasonable for the summer season 

compared to the measured values in the DZM system collected 

in 2001 and 2002.

The transmissivity values determined with the flow-profiling model are different from the results of discrete-interval 

packer testing under pumping conditions. Table 10 compares 

the results of packer testing with the profiling. The packer test 

results were determined with a Cooper-Jacob straight-line solution (Haley and Aldrich, Inc. and others, 2002). The early-time 

data (less than about 10 min) yielded higher transmissivity values than the later time data, which fit to a lower transmissivity 

value. Because the flowmeter is used after the borehole has 

reached a quasi steady-state water level, which took about 15 

min after the start of the test, the late time packer-test results 

probably are more comparable to the flowmeter results. The 

transmissivity estimates Zone 4 at a depth of 75 ft are much 

higher in the discrete interval tests than with the flow profiling.

Transducers were installed in Zones 1, 2, 3, and 4. The 

continuous water-level record showed fairly good correlation 

with the measured values. The continuous record identified 

more fluctuation in water levels than were recorded in the manual measurements. Only minor shifts in the transducer set 

depths were needed after the transducers were temporarily 

removed from the borehole for ground-water sampling. .

All zones showed head increases that appear to be associated with precipitation. The heads in Zones 1 and 2 also showed 

larger responses to precipitation than Zones 3 and 4. Zones 2,3, 

and 4 responded to the gravimetric forces and a well-defined 

semi-diurnal pattern was observed in each. During full- and 

new-moon conditions, the amplitude of the daily water-level 

changes was about 0.05 ft in Zones 2, 3, and 5. The uppermost 

zone, Zone 1, does not show gravimetric tidal fluctuation, indicating it is unconfined.
36 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

MW109 and MW109R

580

O MW109R (562-456 ft) 

- -Zonel (562.1-547.8 ft) 

Zone 2 (545.8-533.8 ft) 

Zone 3 (531.8-514.8 ft) 

Zone 4 (512.8-489.8 ft) 

Zone 5 (487.8-456.4 ft) 

MW109 (574.47-566.47 ft)

556 

5/1/2000 9/1/2000 1/1/2001 5/1/2001 9/1/2001 

DATE

1/1/2002 5/1/2002 9/1/2002 1/1/2003

NATIONAL WEATHER SERVICE DATA FROM WILLIMANTIC, CONNECTICUT

5/1/2000 9/1/2000 1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

PACKER PRESSURE IN MW109R

0 

5/1/2000 9/1/2000 1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

Figure 14. HydrographsforMW109R and MW109 in the UConn landfill study area, Storrs, Connecticut. Values in parentheses next to the 

symbols indicate the elevation of open hole for that monitoring zone. Precipitation and packer-pressure data are shown below the 

hydrograph. Gaps in the record indicate missing or erroneous data that were omitted.
Results of Investigations 37

Table 9. Heads and transmissivity derived from heat-pulse flowmeter measurements in MW109R in the UConn landfill study area, 

Storrs, Connecticut, July 20,1999.

[DZM, discrete-zone monitoring (system). Elevation is based on NAVD 88]

Depth, 

in feet below 

top of casing

25.5

44.0

62.0

75.0

113.0

Transmissive 

fracture in 

DZM zone

Zone 1

Zone 2

Zone 3

Zone 4

Zone 5

1 Relative head, 

in feet

0.7

-0.8

-1.6

0.6

0.0

Water-level 

elevation,' 

in feet

564.59

563.09

562.29

564.49

563.89

Transmissivity, 

in feet squared 

per day

17.7

19.2

198.0

17.8

18.4

Proportion of 

transmissivity, 

in percent

4

12

79

3

1

Relative head is the magnitude of head for the zone relative to the head of the lowermost zone.

Table 10. Transmissivity values estimated from flow-profiling modeling and discrete-interval packer testing in MW109R in the 

UConn landfill study area, Storrs, Connecticut, July 20,1999.

[Haley and Aldrich, Inc. and others, 2002]

Depth, 

in feet below 

top of casing

62

75

Flow profiling and modeling 

transmissivity, 

in feet squared per day

198.0 

17.9

1 Late time 

discrete-interval packer 

testing transmissivity, 

in feet squared per day

47 

52

2Early time 

discrete-interval packer 

testing transmissivity, 

in feet squared per day

210 

400

'Transmissivity determined with Cooper-Jacob straight-line method, where the line was fit to late-time water-level data 

collected about 10 minutes after initiating pumping.

2Transmissivity determined with Cooper-Jacob straight-line method, where the line was fit to early-time water-level data 

collected less than 10 minutes after initiating pumping.
38 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

Borehole MW121R

Borehole MW121R is located approximately 550 ft west 

of the landfill, 320 ft northwest of the former chemical-waste 

disposal pits, and about 150 ft north-northeast of MW202R (fig. 

1). The borehole was drilled using a tricone roller bit and was 

completed with 11 ft of 5-in-diameter steel casing and open 

below the casing to about 128 ft below land surface. One 4-indiameter packer was installed on April 20, 2000, at a center 

depth of 56.5 ft below the top of casing (fig. 8E). Two monitoring and sampling ports were installed at depths of 53.0 and 

65.5 ft below the top of casing. Below the casing, the DZM system isolates two zones at elevations of 577.8-533.3 and 531.3- 

461.8 ft above NAVD 88. The deeper zone appears to be the 

more transmissive of the two zones, based on the comparison of 

the open-hole water level collected on April 18, 2000, to discrete-zone water levels collected on April 20,2000.

Over the period of record, the head in the upper zone is 

consistently higher than the heads in the lower zone, indicating 

a downward driving potential (fig. 15). Borehole MW121R 

shows strong seasonal fluctuations with water levels peaking in 

spring, declining through the summer and fall, and recharging

in the winter and spring. From spring to winter 2000, the water 

levels in the upper zone showed as much as a 14.5-ft decline in 

response to drought, and there was a 10-ft decline in the lower 

zone. During the summer and fall dry seasons, the driving 

potential was still downward, although it was less than in the 

spring. The water levels in both zones respond to precipitation; 

however, the response in the lower zone is more subdued than 

in the upper zone. During a period of recharge, mid-December 

2000 through June 2001, the driving potential was downward, 

which indicates seasonal recharge. During summer and fall dry 

periods, the heads in both zones converge toward one another, 

indicating only a small downward driving potential that is much 

less than the driving potential during periods of recharge. 

The heads in the upper zone of MW121R are slightly 

higher than the heads in MW122R. The general seasonal pattern 

in the hydrograph for MW121R is similar to MW122R and 

MW109R. The magnitude of the heads during the spring is as 

high as the peak heads in MW109R; however, the magnitude of 

the seasonal low is not as low as in MW109R. Borehole 

MW121R is interpreted as being in a recharge zone.
Results of Investigations 39

MW121R

eg 

o>

So

o 5

z z>

UJ I-

> <

O Q

00 _i

578

573

568

HI

u. 

z >

563

558

O MW121R (577.7-457.8 ft) 

- -Zone 1 (577.7-533.7 ft) 

D Zone 2 (531.7-457.8 ft)

4/1/2000 8/1/2000 12/1/2000 4/1/2001 8/1/2001 12/1/2001 4/1/2002 8/1/2002 12/1/2002 

DATE

NATIONAL WEATHER SERVICE DATA FROM WILLIMANTIC, CONNECTICUT

CO

4/1/2000 8/1/2000 12/1/2000 4/1/2001 8/1/2001 12/1/2001 4/1/2002 8/1/2002 12/1/2002

PACKER PRESSURE IN MW121R

Frozen plot rscoro sd- I

8/1/2000 12/1/2000 4/1/2001 8/1/2001 12/1/2001 4/1/2002 8/1/2002 12/1/2002

Figure 15. Hydrographfor MW121R in the UConn landfill study area, Storrs, Connecticut. Values in parentheses next to the symbols 

indicate the elevation of open hole for that monitoring zone. Precipitation and packer-pressure data are shown below the hydrograph. 

Gaps in the record indicate missing or erroneous data that were omitted.
40 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

Borehole MW122R

Borehole MW122R is located 500 ft west of the landfill 

and 50 ft west of the former chemical-waste disposal pits (fig. 

1). The borehole was drilled using air-hammer rotary methods 

and was completed with 11.5 ft of 6-in-diameter casing and 

open below the casing to about 125 ft below land surface. Two 

packers were installed on June 27,2000, at center depths of 59.5 

and 71.6 ft below the top of casing (fig. 8F). Sampling ports 

were installed adjacent to fractures that were identified as transmissive (Johnson and others, 2002) at depths of 57.0, 61.5, and 

80.0 ft below the top of casing. Below the steel casing, the DZM 

system isolates three zones at elevations 569.9-522.9; 520.9- 

511.4; and 509.4-454.4 ft above NAVD 88.

The hydrograph for MW122R (fig. 16) indicates that the 

open-hole head on June 27, 2000, coincides with the head in 

Zone 2, indicating this is the most transmissive zone. Water levels in Zones 1 and 3 coincide with one another over the entire 

period of record. Pumping in Zone 1 produced an immediate 

drawdown in Zone 1, but not in Zone 3, indicating that these 

zones are not connected directly through cross connection in the 

borehole, which would indicate packer failure. During periods 

of recharge from mid-December 2000 to mid-August 2001, 

Zone 2 consistently showed lower heads than Zones 1 and 3. 

During the summer and fall dry seasons in 2001 and 2002, the 

heads in all three zones were the same, indicating vertical equipotentials and no vertical flow in the area. A similar pattern was 

observed in nearby boreholes MW121R, MW203R, and 

MW204R.

There were insufficient data to compute the heads from 

heat-pulse flowmeter profiling in MW122R. There was no measurable vertical flow under ambient conditions, and the water 

levels did not equilibrate under pumping conditions

Transducers were installed in Zones 1 and 2. The continuous record showed fairly good correlation with the measured 

values. The continuous record identified more fluctuation in 

water levels than were recorded in the manual measurements. 

Only minor shifts in the transducer set depths were needed after 

the transducers were temporarily removed from the borehole 

for ground-water sampling.

Zones 1 and 2 show abrupt increases in water level that 

appear to be caused by precipitation events (appendix 3F). The 

continuous record showed more variation in the water levels in 

Zone 1 than in the deeper Zone 2, which showed a strong 

response to the gravimetric forces and a well-defined semi-diurnal pattern. Under full- and new-moon conditions, the amplitude of the daily water-level changes was 0.05 ft in Zone 2. The 

uppermost zone, Zone 1, does not show gravimetric tidal fluctuation, indicating it is unconfined.
Results of Investigations 41

MW122R

576

O MW122R (567-454 ft) 

 Zone 1 (570-523 ft) 

S Zone 2 (521-511 ft) 

A-Zone 3 (509-454 ft)

560 

5/1/2000 9/1/2000 1/1/2001 5/1/2001 9/1/2001 

DATE

1/1/2002 5/1/2002 9/1/2002 1/1/2003

NATIONAL WEATHER SERVICE DATA FROM WILLIMANTIC, CONNECTICUT

to

t 2

I S:

O O

Z UJ

lllh tit JlL 0 

5/1/2000 9/1/2000 1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

PACKER PRESSURE IN MW122R

5/1/2000 9/1/2000 1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

Figure 16. Hydrograph for MW122R in the UConn landfill study area, Storrs, Connecticut. Values in parentheses next to the symbols 

indicate the elevation of open hole for that monitoring zone. Precipitation and packer-pressure data are shown below the hydrograph. 

Gaps in the record indicate missing or erroneous data that were omitted.
42 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

Borehole MW201R

Borehole MW201R is located approximately 350 ft south 

of MW105R and about 500 ft southwest of the landfill (fig. 1). 

The borehole was drilled using air-hammer rotary methods and 

was completed with 15.2 ft of 6-in-diameter casing and open 

below the casing to about 124 ft below land surface. A total of 

three packers was installed on April 5,2001, at center depths of 

50.0, 70.0, and 90.0 ft below the top of casing (fig. 8G). Sampling and monitoring ports were installed at depths of 38.0, 

60.0, 78.0, and 97.0 ft below the top of casing. Below the casing, the DZM system isolates four zones at elevations of 539.0- 

505.2; 503.2-485.2; 483.2-465.2; and 463.2-428.6 ft above 

NAVD 88. Transmissive fractures were identified at depths of 

about 38 and 60 ft below the top of casing. The fractures identified at depths of about 76 and 97 ft, were not identified as 

hydraulically active with the heat-pulse flowmeter. In addition, 

no ambient flow was measured in the borehole with the heatpulse flowmeter in August and September 2000.

The hydrograph for MW201R is shown in figure 17. Over 

the entire period of record, the driving potential between the 

two most transmissive zones (Zones 1 and 2) was consistently 

upwards. During periods of recharge, MW201R showed strong 

upward driving potentials. On June 6, 2000, when MW201R 

was drilled, the ambient open-hole head was approximately 0.5 

ft above the land surface. In the spring of 2000 and 2001, after 

the DZM system was installed, water flowed from all four 

zones. On April 24, 2001, the top of the CMT was redesigned 

to prevent potential cross contamination from overflow at the 

top of the borehole. Small v-shaped notches were cut into the 

side of each channel so that the overflowing water would discharge to a collection system that diverted water away from

other channels and the 6-in-diameter steel casing. The overflowing water discharged to the land surface. The hydraulic 

heads in Zones 2 and 3 coincide over most of the record, and 

those heads are consistently higher than the head in Zone 4.

Differential head tests made with the BAT3 system during 

September 2000 had fairly good agreement with some minor 

differences (table 11). The BAT3 indicated the head for the fracture at a depth of 38 ft was 550.97 ft above NAVD 88 and the 

head for the fracture at 60 ft was 551.64 ft above NAVD 88. 

These results correlate with the results of the DZM system. If 

only the head differentials during the tests are considered, however, then the results might appear inconclusive. The differential head between the test zone at 38 ft and the lower zone had 

an upward driving potential. The differential head between the 

upper zone and the test zone at a depth of 60 ft was downward. 

This discrepancy is either because of measurement error, or 

because the heads in the zones above and below the test interval 

are transmissivity-weighted heads influenced by all the heads 

intersecting the borehole above or below the test interval.

Because there was no ambient flow, there were insufficient 

flowmeter data to model the head and the transmissivity using 

flow profiles.

MW201R is interpreted to be located in a discharge zone 

along the southwest drainage from the landfill. This interpretation is consistent with the observation that the heads in Zones 2 

and 3 are consistently higher than the head in Zone 1, and the 

head in Zone 1 is higher than the head observed in piezometer 

13, which is completed about 10 ft into the bedrock.

Table 11. Differential heads in MW201Rfrom BAT3 testing in the UConn landfill study area, Storrs, Connecticut.

[TOC, top of casing, in feet above NAVD 88; *, no data; , no value could be computed; upper, middle, and lower zones isolated by packers]

Well

MW201R

Date of 

test

9/28/2000

9/29/2000

9/28/2000

9/29/2000

1 Depth of 

fracture, TOC 

in feet

38 554.22

60

76

97

Hydraulic head, in feet above NAVD 88

Upper Middle Lower

551.34 550.97 551.59

551.87 551.64 552.12

551.59 * 546.23

551.57 551.55 549.24

2Head differential,

Upper-Mid Mid-Lower

0.37 -0.62

0.23 -0.49

..

0.03 2.30

in feet

Upper-Lower

-0.25

-0.25

5.36

2.33

Fracture is located within the middle zone. 

2Head differential - positive number denotes downward driving potential, negative denotes upward driving potential.
Results of Investigations 43

MW201R

o

OL 

111

5

X 

O

HI

m

UJ 

UJ

LL

z 

o"

UJ

556

554

CO

co

2 552

3

< 

o

£

UJ

550

548

O MW201R (539-428 ft)

 -Zonel (539-505 ft)

 -Zone 2 (503-485 ft) 

A-Zone 3 (483-465 ft)

 -Zone 4 (463-428 ft)

FLOWING 

FLOWING

TOP OF 6" ( 

TOP OF

ASING AT 

AT ELEVATION

554.22 

554.68 FT

546

544 

1/1/2001 5/1/2001 9/1/2001 1/1/2002 

DATE

5/1/2002 9/1/2002 1/1/2003

NATIONAL WEATHER SERVICE DATA FROM WILLIMANTIC, CONNECTICUT

1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

PACKER PRESSURE IN MW201R

Q, X 25

Si 20

OT UJ 15

o or

< 10

o cr

Q. V) 0 

1/1/2001

i

5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

Figure 17. Hydrograph for MW201R in the UConn landfill study area, Storrs, Connecticut. Values in parentheses next to the symbols 

indicate the elevation of open hole for that monitoring zone. Precipitation and packer-pressure data are shown below the hydrograph. 

Gaps in the record indicate missing or erroneous data that were omitted.
44 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

Borehole MW202R

Borehole MW202R is located about 400 ft west of the 

former chemical-waste disposal pits and about 500 ft east of 

Hunting Lodge Road (fig. 1). MW202R was drilled using airhammer rotary methods and was completed with 13.5 ft of 6-indiameter casing. Below the casing, the borehole is completed as 

a 6-in-diameter hole to a depth of 125 ft below land surface. 

Two packers were installed on March 29,2001, at center depths 

of 38.0 and 100.0 ft below the top of casing (fig. 8H). Ports were 

installed at depths of 30.0, 45.0, and 107.0 ft below the top of 

casing. Below the casing, the DZM system isolates three zones 

at elevations of 568.8-545.3; 543.3-483.3; and 481.3-455.4 ft 

above NAVD 88. Transmissive fractures were identified with 

the heat-pulse flowmeter at 30.9 ft and 107.0 ft below the top of 

casing. The open-hole head collected on March 29, 2001, is 

about half way between the heads in Zone 1 and Zone 3, indicating that they are both transmissive.

The seasonal fluctuations from the spring peak in water 

level to the lowest water levels in winter show a decline of about 

10 ft in all of the zones. The hydrograph for MW202R indicates 

the water-level response to precipitation is fairly gradual, 

except for a large rise in water levels after precipitation on

June 17, 2001 (fig. 18). There were downward driving potentials from Zone 1 to Zone 2 and from Zone 2 to Zone 3 over 

most of the period of record, except from January 1 to March 1, 

2002. During this period in the winter of 2002, Zone 1 and Zone

2 converged, even though the packers reportedly maintained 

inflation. This may represent a failed gage and a drop in packer 

pressure, or it may be accurate. It was not a complete failure of 

the packers, or water levels in all zones would have converged 

to the same water level.

A comparison of the elevation of the heads determined 

with the BAT3 system to the heads collected in the DZM system 

in October 2001 indicates fairly good agreement (table 12). The 

direction of potential flow was the same for the BAT3 method 

and the DZM system, but the differential heads between the

o

BAT data for the two most transmissive zones were greater 

than the differential heads measured between Zone 1 and Zone

3 in the DZM system for the same time of year.

In comparison with nearby boreholes, the heads in the 

upper zone of the DZM system in MW202R were higher than 

the heads in all zones in MW122R, MW204R, and MW203R. 

Also, the heads in all zones of MW202R are consistently higher 

than the open-hole head in MW302R. These results are consistent with the interpretation that MW202R is in a recharge zone.

Table 12. Differential heads in MW202R from BAT3 testing in the UConn landfill study area, Storrs, Connecticut.

[TOC, top of casing, in feet above NAVD 88; upper, middle, and lower zones isolated by packers]

Well

MW202R

Date of 

test

10/4/2000 

10/5/2000

1 Depth of

fracture, TOC - 

in feet

31 582.33 

107

Hydraulic head, in feet above NAVD 88

Upper

566.43 

567.21

Middle

567.21 

558.57

Lower

564.56 

564.17

2Head differential, in feet

Upper-Mid

-0.78 

8.64

Mid-Lower

2.65 

-5.60

Upper-Lower

1.87 

3.04

Fracture is located within the middle zone.

Head differential - positive number denotes downward driving potential, negative denotes upward driving potential.
Results of Investigations 45

MW202R

o

0£

UL O

is

LU I- 

> <

O Q 

ffi _i

01 JZ UJ S

u- ifi

z >

a

583

578

573

568

563

O MW202R (569-455 ft)

- -Zonel (569-545 ft)

-» - Zone 2 (543-483 ft)

-A-Zone 3 (481-455 ft)

558

1/1/2001 5/1/2001 9/1/2001 1/1/2002 

DATE

5/1/2002 9/1/2002 1/1/2003

NATIONAL WEATHER SERVICE DATA FROM WILLIMANTIC, CONNECTICUT

Z 4

u. Q

O IT 3

W 5

UJ £ 2

1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

PACKER PRESSURE IN MW202R

B O

a. 2

(/} HI

o or

z <

13 3

O O

Q. (0

25

20

15

10

0 

1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

Figure 18. Hydrograph for MW202R in the UConn landfill study area, Storrs, Connecticut. Values in parentheses next to the symbols 

indicate the elevation of open hole for that monitoring zone. Precipitation and packer-pressure data are shown below the hydrograph. 

Gaps in the record indicate missing or erroneous data that were omitted.
46 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

Borehole MW203R

Borehole MW203R is located about 200 ft west of the 

landfill within 100 ft of the former chemical-waste disposal pits 

(fig. 1). MW203R was drilled using air-hammer rotary methods 

and was completed with 14.4 ft of 6-in-diameter casing and 

open below the casing to about 124 ft below land surface. Two 

packers were installed on March 20, 2001, at center depths of 

44.0 and 89.0 ft below the top of casing (fig. 81). Fractures were 

identified by borehole-geophysical methods at depths of 32 ft 

and above; at 62, 65, and 68 ft; and at 95 and 108 ft (Johnson 

and others, 2005). Monitoring and sampling ports were 

installed at depths of 32,65, and 103 ft below the top of casing. 

Below the casing, the DZM system isolates three zones at elevations of 562.5-533.9; 531.9-488.9; and 486.9-451.9 ft above 

NAVD 88. Only the fractures in the upper zone were identified 

as transmissive with the heat-pulse flowmeter and the BAT3 

equipment. The fracture at a depth of 65 ft below the top of casing could not sustain a pumping rate of 0.15 gal/min with the 

BAT3 equipment. The open-hole water level on March 20, 

2001, was almost mid-way between Zone 1 and Zone 2, indicating that Zone 2 also has some transmissivity and some influence 

on the open-hole water level.

The hydrograph for MW203R is shown in figure 19. During periods of seasonal recharge there are downward driving 

potentials from Zone 1 to Zone 2 and from Zone 2 to Zone 3. 

During the summer, from June 5 to September 27, 2001, the 

heads in all three zones converged, while the packers reportedly 

maintained inflation. This seasonal pattern is similar to 

MW121R and MW122R; however, the water levels from July 1

to August 1, 2001, probably are erroneous. Three conditions 

suggest there was a packer failure. First, the water levels converge to the highest head in the borehole in Zone 1 rather than 

declining to the lower heads, as would be expected if this were 

caused solely from a lack of precipitation. Second, the packer 

inflation measurements read off of the gage are anomalously 

high; measurements were reportedly 45 psi above ambient. 

Third, the water levels diverged just after the gage was replaced 

and the packers were pressurized.

A comparison of the head measurements between the 

DZM system and the BAT3 shows a fairly poor correlation. 

Both methods identified downward driving potentials between 

the zones in the borehole. The BAT3 system measured only 

small head differentials between the upper and middle zones for 

the tests conducted at depths of 32 ft and 65 ft (table 13). The 

hydrograph for the DZM system in October 2001 indicates a 

strong downward driving potential of about 6 ft between Zone 

1 and Zone 2, and a differential head of 1.6 ft between Zone 2 

and Zone 3.

Borehole MW203R is located just south of the north-south 

ground-water divide in the area of the former chemical-waste 

disposal pits. The downward driving potentials identified in 

MW203R during periods of recharge are consistent with the 

placement of this borehole in a local recharge area. The heads 

in MW203R are consistently lower than the heads in MW104R, 

MW122R, and MW204R, and higher than the heads in 

MW105R and MW201R. These results indicate that MW203R 

is at an intermediate location along a southern flowpath extending from the ground-water divide south towards the intermittent 

drainage southwest of the landfill.

Table 13. Differential heads in MW203R from BAT3 testing in the UConn landfill study area, Storrs, Connecticut.

[TOC, top of casing, in feet above NAVD 88; upper, middle, and lower zones isolated by packers]

Well Date of test

MW203R 10/13/2000

1 Depth of 

fracture, TOC 

in feet

32 576.9 

65

Hydraulic head, in feet above NAVD 88

Upper

564.71 

562.16

Middle

561.04 

560.50

Lower

561.06 

554.50

2Head differential, in feet

Upper-Mid

3.67 

1.66

Mid-Lower

3-0.02 

6.00

Upper-Lower

3.65 

7.66

Fracture is located within the middle zone.

Head differential - positive number denotes downward driving potential, negative denotes upward driving potential.

The differential head is less than the error range for the measurements.
Results of Investigations 47

MW203R

572

552 

1/1/2001 5/1/2001 9/1/2001 1/1/2002 

DATE

5/1/2002 9/1/2002 1/1/2003

NATIONAL WEATHER SERVICE DATA FROM WILLIMANTIC, CONNECTICUT

u.0 

OH

0 0 

Z Ul

0

JL.uJllL. U..ij it it j i.l

1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

PACKER PRESSURE IN MW203R

go 

°-

35

30

25

|< 

O O

Z 20 

15 

10 

5

1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

Figure 19. Hydrograph for MW203R in the UConn landfill study area, Storrs, Connecticut. Values in parentheses next to the symbols 

indicate the elevation of open hole for that monitoring zone. Precipitation and packer-pressure data are shown below the hydrograph. 

Gaps in the record indicate missing or erroneous data that were omitted.
48 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

Borehole MW204R

Borehole MW204R is located about 100 ft west of the 

landfill and about 200 ft north of the former chemical-waste disposal pits (fig. 1). MW204R was drilled using air-hammer 

rotary methods and was completed with 13.1 ft of 6-in-diameter 

casing and open below the casing to 126 ft below land surface. 

Two packers were installed on March 23,2001, at center depths 

of 31.0 and 69.0 ft below the top of casing (fig. 8J). Below the 

casing, the DZM system isolates three zones at elevations of 

562.2-545.3; 543.3-507.3; and 505.3-447.6 ft above NAVD 88. 

Fractures were identified by borehole geophysical methods at 

21 and 22 ft; at 40, 45, 55, and 58 ft; and at 75, 87, and 90 ft 

(Johnson and others, 2005). Monitoring and sampling ports 

were installed at depths of 19.0, 50.0, and 80.0 ft below the top 

of casing. Only the fractures in the upper zone (from 13 to 25 ft) 

were identified as transmissive with the heat-pulse flowmeter 

and the BAT3 equipment. The fracture at 45 ft below the top of 

casing could not sustain a pumping rate of 0.15 gal/min with the 

BAT3 equipment. The open-hole water level on March 23, 

2001, was at an elevation of 573.21 ft. The water levels collected after the DZM system was installed on March 23, 2001, 

had not equilibrated. The water levels on April 4,2001, indicate 

that Zone 1 has the highest head and is most similar to the openhole head.

The hydrograph for MW204R is shown in figure 20. Over 

the entire period of record, the heads in Zone 2 and Zone 3 are 

the same. During periods of seasonal recharge, there are downward driving potentials from Zone 1 to Zone 2. During the summer, from June 25 to September 27,2001, the heads in all three

zones converged, while the packers reportedly maintained 

inflation. From November 2001 to the end of the period of 

record, there were downward potentials between Zones 1 and 2.

A comparison of heads measured in the DZM system and 

heads measured with the BAT3 system has mixed results. The 

discrete-interval water levels collected with the DZM system in 

October 2000 compare well with the BAT results collected in 

the most transmissive part of the borehole, the uppermost zone. 

Both methods show an overall downward driving potential. The 

absolute isolated heads measured in BAT3 indicate that the 

water levels in the fractures from depths of 13 to 29 ft and at 45 

ft are essentially the same, within the measurement resolution of 

the transducers (table 14). In addition, the BAT3 indicates that 

the heads in fractures in Zones 1 and 2 are similar and are higher 

than the head in Zone 3. The long-term record for the DZM system indicates, however, that the heads in Zone 2 and Zone 3 are 

similar, and they are always lower than the head in Zone 1.

The heads in the uppermost zone of MW204R are occasionally higher than the heads in the uppermost zone in 

MW104R, indicating that there may be driving potentials southward from MW204R towards the former chemical-waste disposal pits. Also, the heads in MW204R are consistently higher 

than the heads in MW103R and MW101R to the north. Borehole MW204R is located just north of the north-south groundwater divide, which is in the area of the former chemical-waste 

disposal pits. The downward driving potentials identified in 

MW204R during periods of recharge and the driving potentials 

with nearby boreholes are consistent with the conceptual placement of this borehole in a local recharge area.

Table 14. Differential heads in MW204R from BAT3 testing in the UConn landfill study area, Storrs, Connecticut.

[TOC, top of casing, in feet above NAVD 88; upper, middle, and lower zones isolated by packers]

Well

MW204R

Date of test

10/11/2000

10/11/2000

10/10/2000

1 Depth of 

fracture, TOC 

in feet

321,22 575.34

45

76

Hydraulic head, in feet above NAVD 88

Upper Middle Lower

3 565.63 565.63 563.98

565.75 566.03 563.87

565.62 563.91 556.10

2Head differential,

Upper-Mid Mid-Lower

20.0 1.65

-0.28 2.16

1.71 7.81

in feet

Upper-Lower

1.65

1.88

9.52

Fracture is located within the middle zone. 

2Head differential - positive number denotes downward driving potential, negative denotes upward driving potential.

3Upper and middle zone were the same in this test, as the upper packer was not inflated. The test zone included multiple fractures from 13 to 29 ft. The most 

prominent were at 21 and 22 ft below the top of casing.
Results of Investigations 49

MW204R

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Q Zone 2 (544-507 ft)

-A Zone 3 (505-447 ft)

Q

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576

574

572

570

568

566

564

562

560

1/1/2001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

DATE

NATIONAL WEATHER SERVICE DATA FROM WILLIMANTIC, CONNECTICUT

ii. Q

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POUNDSER INCH SQUARE 

NJ) _i i o ene01

PACKER PRESSURE IN MW204R

Not recorded

*

1

1

1

!001 5/1/2001 9/1/2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

Figure 20. Hydrograph for MW204R in the UConn landfill study area, Storrs, Connecticut. Values in parentheses next to the symbols 

indicate the elevation of open hole for that monitoring zone. Precipitation and packer-pressure data are shown below the hydrograph. 

Gaps in the record indicate missing or erroneous data that were omitted.
50 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

Borehole MW302R

Borehole MW302R is located west about 1000 ft west of 

the landfill and about 200 ft west of MW202R (fig. 1). The 

borehole also is about 2,400 ft east of a domestic supply well 

that services multiple dwellings along Carriage House Road. 

MW302R was drilled to a depth of about 301 ft below land surface using dual-rotary methods that advanced a 10-in-diameter 

spin casing through the overburden simultaneously with the 

advancement of an air-rotary hammer. An 8-in-diameter polyvinyl chloride (PVC) casing was installed to a depth of 127 ft, 

and a 6-in-diameter borehole was drilled to a depth of 303 ft 

below the top of the PVC casing using air-hammer rotary methods. Because of the depth of the borehole, a CMT system was 

not installed in MW302R.

The hydrograph constructed from manual open-hole 

water-level measurements is shown in figure 21. Although 

somewhat subdued, the fluctuation pattern in this borehole is 

the same as that of the other boreholes with DZM completions. 

The hydrograph shows seasonal fluctuations with a maximum 

head difference of about 6 ft (fig. 21). The cycle for 2001 and 

2002 shows a decline in late fall and a general rise in water level 

through spring and into early summer.

Although no DZM system was installed in MW302R, 

heat-pulse flowmeter profiles were used to calculate the head 

and the transmissivity of the fractures in the borehole. The 

results are summarized in table 15.

Continuous water levels were recorded in MW302R to 

assess any possible effect of pumping from the nearby domestic 

well on Carriage House Road. A transducer and data logger 

were installed in MW302R in the fall of 2001. Most of the time, 

the transducer measured water levels on 15-min intervals. For 

selected periods of time, water-level data were collected on 1- 

min intervals.

The continuous record of MW302R showed semi-diurnal 

fluctuations in the ground-water levels (fig. 22). A small section 

of the MW302R record is expanded from October 26 to November 4,2001, which is a time period when there are high demands 

for ground water. The water-level fluctuations do not coincide 

with regularly anticipated pumping schedules. Rather these 

fluctuations are indicative of earth-tide influences caused by the 

moon and sun's gravitational pull. The cyclic pattern observed 

in MW302R has a shape similar to the plot of gravimetric forces 

(fig. 7).

Table 15. Heads and transmissivity derived from heat-pulse flowmeter measurements in MW302R in the UConn landfill study area, Storrs, 

Connecticut, November 18,2001.

Depth, 

in feet below 

top of casing

220.0 

301.0

Transmissive 

fracture zone

1

2

Relative head, 

in feet

24.71 

26.81

Water-level 

elevation, 

in feet

552.49 

550.39

Transmissivity, 

in feet squared 

per day

6.8 

1.2

Proportion of 

transmissivity, 

in percent

85 

15

1 Relative head is the magnitude of head for the zone relative to the head of the lowermost zone.
Results of Investigations 51

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2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003 

DATE

NATIONAL WEATHER SERVICE DATA FROM WILLIMANTIC, CONNECTICUT

1

. IlL.l A LjJl

1

u.-i.JuLjJjlL.ll L LlLt.JLhi

2001 1/1/2002 5/1/2002 9/1/2002 1/1/2003

Figure 21. Hydrograph for MW302R in the UConn landfill study area, Storrs, Connecticut. Values in parentheses next to the symbols 

indicate the elevation of open hole for that monitoring zone. Precipitation and packer-pressure data are shown below the hydrograph. 

Gaps in the record indicate missing or erroneous data that were omitted.
52 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

MW302R

19.0

uj n

UJ 7

"- i 19.5

Q. UJ 

UJ DO 

Q

20.0

20.5 

10/26/2001 10/29/2001

DATE

11/1/2001 11/4/2001

Figure 22. Continuous water-level data for selected period of record for MW302R in the UConn landfill study area, Storrs, Connecticut.

Cross Connections Between Boreholes

Cross-hole testing was done in the area of the former 

chemical-waste disposal pits to assess possible cross connections between boreholes MW103R, MW104R, MW105R, 

MW122R, MW203R, MW204R, (piezometer) MW104, 

MW123SR, and MW303SR. Discrete-interval water-level measurements collected during quarterly water-quality sampling 

were used to identify drawdown that might indicate the presence of hydraulic connections between boreholes. Additional 

pumping tests were conducted for the sole purpose of assessing 

the cross connections in the area of the former chemical-waste 

disposal pits. The pumping times and monitoring locations are 

shown in table 4.

The tests entailed pumping from a single zone while monitoring water levels in other zones in the same borehole, in 

nearby boreholes completed in bedrock, in other shallow bedrock wells, and in overburden wells. No hydraulic impacts were 

identified in response to pumping in the DZM systems. The lack 

of hydraulic response indicates a poor connection among fractures in the bedrock between the boreholes that were tested. No 

change in water level was observed in overburden well 

MW104, even in response to pumping in the uppermost zone of 

MW104R. This lack of response indicates that there is no direct 

hydrologic connection between MW104 and Zones 1 and 5 in 

MW104R, or that the pumping in Zones 1 and 5 did not subsequently stress the water level in overburden well MW104.

Discussion of Results at the UConn Landfill 

Study Area

Comparison of heat-pulse flowmeter, DZM system, 

BAT3, and packer test methods to determine head and 

transmissivity. The head values determined with the BAT and 

the heat-pulse flowmeter profiling with modeling correlated 

fairly well with the results of the continuous monitoring using 

the DZM systems. The observed differences in head resulting 

from these two methods may in part be because the BAT3 and 

heat-pulse flowmeter measurements were collected on different 

days and, therefore, possibly under different hydraulic conditions. BAT3 and flowmeter methods provide only a snapshot of 

the hydraulic conditions at a specific time. The heat-pulse flowmeter and BAT3 methods demonstrated that they are effective 

screening tools for head determinations. DZM systems, however, provide continuous data for determining head variations 

under different seasonal conditions.

Transmissivity also was estimated using the BAT and 

heat-pulse flowmeter data. Only one well that was measured 

with the BAT3 was sufficiently transmissive to collect heatpulse flowmeter measurements that could be modeled with 

Paillet's method (2000).

The results of heat-pulse flowmeter modeling were compared to the results of packer tests that were reported by Haley 

and Aldrich, Inc. and others (2002). The straddle-packer appa-
Discussion of Results at the UConn Landfill Study Area 53

ratus used by Haley and Aldrich, Inc. did not measure the head 

of zones above and below the test zone. Hence, comparison 

between measured and modeled heads cannot be made. A comparison of transmissivity estimates made with the two methods 

is shown in figure 23A. For all but one borehole, the transmissivity estimated from heat-pulse flowmeter results and transmissivity estimated from packer tests were within an order of 

magnitude. The flowmeter- and packer-test-derived transmissivity values were converted to log values and plotted at a linear 

scale for correlation (fig. 23B). The correlation coefficient 

using all log transmissivity values was 0.461. Two of the packer 

tests each had two estimates of transmissivity - one for the 

early-time data (less than 10 min) and another for later-time 

data. The later-time packer-test results probably are more comparable to the flowmeter results, because the flowmeter results 

are based on quasi steady-state conditions achieved after many 

minutes of pumping. By removing the two outlier transmissivity results that were fit to early-time data, the correlation coefficient improved to 0.910. These results indicate that the heatpulse flowmeter may be sufficient for measuring transmissivity 

to within an order of magnitude. Moreover, the heat-pulse flowmeter data can be collected in less time than with BAT3 or 

packer tests in open holes. If discrete-interval samples need to 

be collected, however, or if the transmissivity is lower than the 

measurement range of the flowmeter, then discrete-interval 

packer testing is preferred.

Open-hole head compared to discrete heads. A comparison of open-hole and discrete-interval heads illustrates the concept that open-hole head is a transmissivity-weighted average 

of the individual heads. A good example is in MW105R, where 

the open hole is dominated by the water level of the deepest 

zone, which was identified as the most transmissive. This concept was useful in assessing the possibility of packer failure, as 

the heads tended to converge on the head of the most transmissive zone.

Trends in water levels. In five of the boreholes, water levels in the DZM systems were recorded for 2 yr, and water levels 

in the other four boreholes were monitored for 1.5 yr. Although 

this period of record is short for assessing long-term change, 

there are no obvious long-term linear trends in the data. A 

water-level decline occurs seasonally, but the boreholes appear 

to recover fully. A longer period of record would be needed to 

assess long-term trends more rigorously.

Daily fluctuations in water levels. The amplitude and 

periodicity of short-term fluctuations in water levels were analyzed for the effects of earth tides. Small semi-diurnal waterlevel fluctuations in this study were determined to be a result of 

earth-tide influences. No fluctuations typical of pumping were 

identified in the water-level record.

Seasonal fluctuations in water levels. The hydrographs 

show that the water levels fluctuate with seasonal changes in 

precipitation, recharge, and evapotranspiration. Head in discrete zones and in different boreholes varies both in magnitude 

of response and in timing of response to precipitation. In general, there were downward driving potentials in the recharge 

areas and in the area of the ground-water divide, and upward

driving potentials in discharge areas north and south of the landfill. Moreover, the water levels in recharge areas showed large 

changes in response to drought. Discharge areas showed less 

change than the recharge areas - there were only subtle changes 

in the heads in boreholes in ground-water discharge zones 

(MW101R, MW105R, and MW201R) relative to the changes in 

head in recharge zones (MW109R, MW202R, and MW122R). 

This is illustrated by a comparison of the range of water-level 

fluctuations from spring to fall in MW109R and in MW101R - 

the most dramatic change in head (about 17.5 ft) was observed 

in MW109R in a recharge zone, and the most subdued change 

(about 2 ft) occurred in MW101R in a discharge zone.

Comparison of hydrographs along conceptual flowpaths in the study area. Although water levels fluctuate and 

the magnitude of the driving potentials between fractures 

changes, the direction of flow typically is the same during dry 

and wet periods. The direction of vertical driving potentials 

within each borehole generally was consistent throughout the 

period of investigation. Exceptions to this include (1) MW201R 

and MW105R, where there were seasonal reversals in the driving potentials within each borehole; and (2) MW122R, 

MW204R, and MW121R, where the heads show downward 

driving potentials during periods of recharge and vertical equipotentials in the absence of recharge.

In addition, the direction of driving potential between the 

boreholes remained fairly consistent. A composite hydrograph 

constructed for boreholes MW204R, MW103R, MW101R, and 

piezometer MW101 shows progressively lower heads with distance from the ground-water divide north toward the wetland 

(fig. 24). The hydrograph shows that the direction of driving 

potentials from one borehole to another is consistent over the 

entire period of record. The water levels in all zones in 

MW204R are higher than water levels in all zones in MW103R, 

and water levels in all zones in MW103R are higher than in all 

zones in MW101R. This profile indicates the potential for a 

northern flow direction in this region of the study area.

Similarly, a composite hydrograph was constructed for 

boreholes that are located along a profile from the ground-water 

divide (north of the chemical-waste disposal pits) and extending 

south away from the landfill area (fig. 25). The hydrograph 

shows progressively lower heads from the north to the south. 

The heads in the boreholes in the area of the chemical pits, 

including MW203R and MW104R, are consistently higher than 

the heads in MW105R, which are always higher than the heads 

in MW201R. This head distribution shows a driving potential 

towards the south and indicates the presence of a southern flow 

path that extends from the former chemical-waste disposal pits 

to beyond MW201R. In addition, upward driving potentials 

occur seasonally at MW105R and year round at MW201R. 

There also are upward driving potentials between MW201R 

and piezometer 13, which is completed in the shallow bedrock, 

and in the wetlands south of piezometer 13.

A composite hydrograph constructed for boreholes along 

an east-west profile shows that the heads for MW104R, which 

is west of the landfill and east of the former chemical-waste disposal pits, are among the lowest along the profile (fig. 26).
54 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

(A)

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HEAT-PULSE FLOWMETER ESTIMATED LOG TRANSMISSIVITY, IN FT2/D

5

Figure 23. (A) Comparison of open-hole transmissivity estimates in feet-squared per day (ft2/d) from the heat-pulse flowmeter and 

packertests in selected boreholes in the UConn landfill study area, Storrs, Connecticut. (B) Comparison of the log values of open-hole 

transmissivity estimates from the heat-pulse flowmeter and packertestsin selected boreholes in the UConn landfill study area, Storrs, 

Connecticut. Correlation coefficient, r, in red includes all of the transmissivity measurement estimates (red and blue symbols). The 

correlation coefficient, r, in blue only includes estimates based on late-time packer-test data (blue symbols only). Blue trendline is for 

late-time data.
SOUTH

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- -MW101

NORTH

LU

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2/1/2000 7/1/2000 12/1/2000 5/1/2001 10/1/2001 3/1/2002 8/1/2002 1/1/2003

DATE

Figure 24. Composite hydrograph for discretely monitored zones in bedrock boreholes and piezometers along the northern flowpath of the UConn landfill study area, Storrs, Connecticut. Gaps in the record indicate missing or erroneous data that were omitted. Hydrograph indicates the heads are progressively lower to the north along flowpath. 

Within a single borehole, heads are lower in the deeper zones in recharge locations. Heads are lowest at the shallowest zones in discharge locations, indicating upward 

driving potential for flow.

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DATE

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Figure 25. Composite hydrograph for discretely monitored zones in bedrock boreholes and piezometers along the southern flowpath of the UConn landfill study area, 

Storrs, Connecticut. Gaps in the record indicate missing or erroneous data that were omitted. Hydrograph indicates heads are progressively lower to the south. Within a single borehole, heads are lower in the deeper zones in recharge locations. Heads in MW201R indicate some upward gradients, specifying upward driving potentials in the discharge location.
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58 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

Heads in the boreholes on the hills to the east (MW109R) 

and the hills to the west (MW122R and MW202R) are consistently higher than water levels in the valley. The driving potentials in each of the boreholes along the profile are downward, 

which is consistent with boreholes placed in recharge zones. 

The hydrograph also shows that the heads in zones in MW202R 

generally are higher than the heads in zones in MW122R, which 

are higher than the heads in MW104R. These results indicate 

that there is driving potential from the hill slopes towards the 

valley, and this pattern is consistent over the depths of investigation in the DZM systems.

Verification of the conceptual ground-water flow 

model. The pattern of hydraulic head and driving potentials is 

consistent with the conceptual model for ground-water flow. 

Specifically, the measured hydraulic potentials between the 

overburden and the fractured-bedrock aquifers indicate these 

aquifers are hydraulically connected. Hydrographs indicate that 

water discharges from the overburden and recharges the bedrock in the topographically higher areas in the study area, and 

water discharges from the bedrock into the overburden in the 

topographically lower areas. Water-quality data collected from 

the bedrock wells also support this conceptual model, with the 

highest concentrations of contaminants in the source areas and 

a distribution of contaminants in a north-south direction along 

the axis of the valley (Johnson and Kastrinos, 2002).

Cross sections were constructed along the axis of the 

north-south valley (A-A' and B-B') and in the east-west direction from the topographic high on the east of the landfill to 

Hunting Lodge Road west of the landfill (C-C') to compare the 

hydraulic head distributions and water-quality data (fig. 1). The 

distribution of hydraulic heads along the profiles was compared 

to one-time water-quality samples collected from ground-water 

profiling points in 1999 and to water-quality samples obtained 

quarterly from 1999 through 2002 from piezometers in the 

overburden, discrete zones in boreholes completed in bedrock, 

and open-hole domestic wells completed in the bedrock.

After about four rounds of sampling, characteristic chemical signatures were established for ground water impacted by 

landfill leachate and by the contaminants from the former 

chemical-waste disposal pits (Haley and Aldrich, Inc. and others, 2002). Elevated specific conductance, high iron and cadmium, negative oxidation-reduction potential, and chlorobenzene are collectively indicative of the presence of landfill 

leachate. The chemical signature from the former chemicalwaste disposal pits includes low specific conductance, positive 

oxidation-reduction potential, and the presence of chlorobenzene and chlorinated compounds such as tetrachloroethene, 

trichloroethane, and trichloromethane.

The results of selected water-quality samples were superimposed on the cross sections. Target volatile organic compounds (VOCs), which include benzene, chlorobenzene, ethylbenzene, tetrachloroethene, toluene, trichloroethane, and 

xylenes, were used as an indicator of contamination from the 

former chemical-waste disposal pits and from the landfill. Maximum concentrations of target VOCs collected from 1999 

through 2002 are shown on the profiles A-A', B-B', and C-C'

with solid circles for samples collected in bedrock and open circles for samples collected from the overburden (figs. 27B, 28B, 

and 29B, respectively). The highest concentrations are shown in 

hot colors (red and orange), and the lowest concentrations are 

shown in cool colors (blue and black). Samples that did not have 

detections of target VOCs are shown with a plus sign (+).

Other chemical constituents collected at synoptic waterquality sampling events also were evaluated to verify the conceptual ground-water flow model for the site. Only the results 

of the maximum target VOCs are shown in this summary. The 

results of all chemical sampling are presented and discussed in 

detail by Haley and Aldrich, Inc. and others (2002). The examples provided here illustrate the combined use of discrete-interval water-quality and hydraulic-head data from isolated zones 

to verify a ground-water flow conceptual model. The observed 

distribution of target VOCs along the profiles is consistent with 

the pattern of hydraulic heads and driving potentials observed 

in the DZM systems and in piezometers along the profiles and 

thus supports the conceptual model of ground-water flow in the 

study area.

The southern flowpath. The cross section A-A' (fig. 1) 

extends from the ground-water divide south along the axis of 

the valley beneath the former chemical-waste disposal pits. 

Green arrows in figure 27 A show the direction of driving potential measured in the DZM systems in the boreholes along the 

profile. The dashed up and down arrows at the domestic well 

W202-NE indicate the vertical driving potentials that were 

measured with the heat-pulse flowmeter (on April 26, 2001). 

Blue arrows show the generalized flow directions between 

boreholes.

The maximum occurrence of target VOCs that were collected from discrete intervals along the profile from 1999 

through 2002 is shown in figure 27B (John Kastrinos, Haley 

and Aldrich, Inc., written commun., 2003). The distribution of 

target VOCs is consistent with the pattern of hydraulic heads 

and driving potentials observed in the DZM systems along the 

profile. Although the contaminated sediments in the overburden 

were removed in 1987, some of the contamination leached into 

the bedrock, as indicated by the observation of the highest concentrations of VOCs (shown in red and orange) in the shallow 

bedrock (MW303SR, MW123SR, and MW203R, fig. 27B) 

near the former chemical-waste disposal pits. Near the groundwater divide and in the area of the former chemical-waste disposal pits, the downward driving potentials spread the target 

VOCs downwards (MW203R and MW104R, fig. 27A) from 

the overburden and into the bedrock. Target VOCs were 

observed at depth in borehole MW104R. Farther downgradient 

at MW105R, target VOCs were observed at the sampling intervals at depths of 74 and 110 ft below the top of the casing; however, the maximum concentrations were at least an order of 

magnitude lower than the maximum concentrations that were 

observed at the source area. These results are consistent with the 

hydraulic heads and driving potentials observed in MW105R 

and consistent with the flowpaths inferred by the hydraulic head 

observed between MW104R and MW105R.
Discussion of Results at the UConn Landfill Study Area 59

Farther downgradient along the profile at MW201R, the 

VOCs were observed at the sampling intervals at 60 and 38 ft. 

The chemical distribution is consistent with the interpretation 

that this is a discharge location, and the chemicals are discharging upwards. Concentrations of target VOCs in piezometer 13 

and in the overburden samples farther south of MW201R were 

less than 1 |Hg/L or nondetectable. In well W202-NE, an openhole sample, which represents a transmissivity-weighted mixture of water from all productive fractures intersecting W202- 

NE, showed a maximum target VOC concentration of 4.7 |Og/L 

in September 2000. A discrete-interval sample from a depth of 

197 ft also indicates the presence of VOCs (0.7 tig/L) in W202- 

NE, indicating the presence of a deep bedrock migration pathway with chemical constituents near the analytical detection 

limit.

The northern flowpath. The cross section B-B' (fig. 1) 

extends from the ground-water divide on the west side of the 

landfill to the northern end of the landfill (fig. 1). For each borehole along the profile, the directions of measured driving potentials are indicated with green lines and arrows in figure 28A. 

Downward potentials were observed in MW204R near the 

ground-water divide. Upward driving potentials were observed 

between the bedrock and overburden and in the bedrock at boreholes west and north of the landfill (MW103R and MW101R). 

A comparison of the hydraulic heads in each of the boreholes 

along the profile in figure 28A indicates the potential for flow 

toward the north. The direction of potential flow between boreholes is depicted with blue lines.

Water-quality samples collected from overburden and 

shallow bedrock north of the landfill indicate the presence of 

landfill leachate (Haley and Aldrich, Inc. and others, 2002). 

Electromagnetic terrain-conductivity surveys collected in 1998, 

1999, and 2000 north of the landfill indicated the magnitude of 

apparent conductivity decreased with depth and with distance 

from the landfill (Powers and others, 1999; Johnson and others, 

2002). The decrease in apparent conductivity was interpreted as 

the result of decreasing concentrations of landfill leachate in 

ground water.

The highest VOC concentrations along the northern flowpath were observed in the piezometers in the overburden near 

the base of the landfill in an area where there are upward potentials (fig. 28B). These target VOCs observed in piezometers 

MW101 and MW103, at ground-water profiling point GW4, 

and in borehole MW103R were interpreted as coming from 

localized VOC sources in an area of downward driving potential within the landfill (Haley and Aldrich, Inc. and others, 

2002), rather than originating from a source at the former chemical-waste disposal pits. The lower concentrations and nondetections were observed in the downgradient piezometers 

located in the wetland north of the landfill. This VOC concentration distribution is consistent with the apparent conductivity 

data. Similar analyses conducted for the compounds indicative 

of landfill leachate indicate that leachate discharges upward to 

the wetland and is dissipated in the wetland within 500 ft of the 

landfill (Haley and Aldrich, Inc. and others, 2002).

The east-west profile, C-C', extends from Hunting Lodge 

Road east across the ground-water divide and the landfill up the 

slope of the hill to the east of the landfill (fig. 1). The direction 

of driving potential observed in the DZM systems is indicated 

for each borehole in figure 29A. The distribution of vertical 

heads along profile C-C' indicates strong downward driving 

potentials on the slope of the hill east of the landfill (MW109R 

and MW109); seasonal downward driving potentials in the area 

of the former chemical-waste disposal pits; and seasonal downward driving potentials west of the landfill. The heads in the 

bottom zones of MW109R were slightly higher than the head in 

the middle zone, indicating the potential for upward flow. This 

pattern of downward driving potentials in the upper part of 

MW109R and upward driving potentials in the lower part of 

MW109R is consistent with the localized flowpaths on the side 

of a hill slope (Winter and others, 1998).

The driving potentials along the profile C-C' are less than 

the driving potentials measured along the axis of the valley, as 

indicated in profiles A-A' and B-B' (figs. 27A and 28A, respectively). Comparison of heads between the boreholes along profile C-C' indicates potential for flow towards (MW104R) near 

the center of the valley. Blue arrows show the generalized flow 

directions between the boreholes that are shown along profile 

C-C'.

During periods of recharge, there are downward driving 

potentials near the ground-water divide and there are driving 

potentials between wells in the east-west direction (fig. 29A) 

and in the north-south direction (figs. 27A and 28A). When 

there is no precipitation and no recharge, the hydraulic heads 

from discrete intervals in individual boreholes indicate vertical 

equipotentials. For example, a comparison between the water 

levels in the discrete zones in MW122R showed 2 ft of differential head during recharge and 0-ft difference during drought. 

These results indicate that during drought periods, there are not 

strong downward driving potentials. The hydraulic heads in 

MW104R, however, are consistently lower than the heads in the 

boreholes to the east (MW109R) and to the west (MW122R and 

MW202R), indicating that the local topographic highs cause 

potential for flow towards the center of the valley. A comparison of hydraulic heads between the boreholes along the axis of 

the valley indicate that the hydraulic heads in the boreholes in 

the area of the former chemical-waste disposal pits are consistently higher than the heads in the boreholes to the south and to 

the north.

Maximum target VOCs that were collected quarterly over 

the period of investigation (1999 through 2002) are shown on 

the profile in figure 29B. The highest VOC concentrations were 

observed in the piezometers and shallow bedrock near the 

former chemical-waste disposal pits. To the east and west of the 

former chemical-waste disposal pits, the target VOCs were 

orders of magnitude lower than in the area of the former disposal pits.
A A'

650

600

500

< 00 X °P

o

400

300

200

Monitoring well or ground-water 

point profile completed in overburden materials and identifier

Inferred ground-water flow 

direction

Vertical hydraulic potentials

Packer location Land surface

Wetland

Bedrock surface

Well

MW204RMW104R

MW123SRMW303SRMW105

MW105RMP8

13

MW201RGW116GW117

14

Approximate 

projection from line

40 ft from west

30 ft from east20 ft from west

60 ft from east60 ft from east

20 ft from west

40ft from east

80 ft from west

20 ft from west

1 0 ft from east

60 ft from east

320 ft from east

VERTICAL EXAGGERATION x4 

_________,________I

400 800 1 200

DISTANCE FROM NORTH TO SOUTH, IN FEET

1600 2000

<a

INIOo 

a

ca 

oo g

<SCDca aST

2400

Figure 27A. Flow paths and vertical hydraulic potentials in the southern part of the UConn landfill study area, Storrs, Connecticut along line A-A' depicted in figure 1. The green arrows indicate the direction of hydraulic potential measured in the discrete-zone monitoring systems. The dashed green line indicates hydraulic potentials determined from heat-pulse flowmeter measurements. Blue arrows show the inferred ground-water flow direction. Approximate projection magnitudes and directions are listed 

because boreholes, monitoring wells, and ground-water profiling points not located on line A-A' are projected onto the line from their actual locations.
650

600

E 500LU 

< CO

§|| 400O1 >

300

200

MW204R MW104R |

I MW303SR QW18

EXPLANATION

Borehole completed in bedrock, 

and identifier

Monitoring well or ground-water point profile completed in 

overburden materials and identifier

Inferred ground-water flow 

direction

Packer location Land surface

Wetland

Bedrock surface

Well

MW204RMW104RMW123SRMW303SRMW105

MW105RMP8

13

MW201R

GW116GW117

14

Approximate 

projection from line

40 ft from west

30 ft from east

20 ft from west60 ft from east60 ft from east

20 ft from west

40 ft from east80 ft from west20 ft from west

1 0 ft from east

60 ft from east320 ft from east

VOC concentrations in micrograms per liter 

Bedrock 1 Overburden2

VOC concentrations in water samples obtained 

in boreholes completed in bedrock

^Concentrations in water samples obtained in 

overburden wells and profiling points

VERTICAL EXAGGERATION x 4

I

400 800 1200

DISTANCE FROM NORTH TO SOUTH, IN FEET

1600 2000

Open hole sample

2400

Figure 27B. Maximum concentrations of target volatile organic compounds (VOC) (including benzene, chlorobenzene, ethylbenzene, tetrachloroethene, toluene, trichloroethane, 

andxylenes) observed in water samples collected from 1999 through 2002 along line A-A' depicted in figure 1. Solid-colored circles indicate VOC concentrations observed in bedrock samples and ground-water profiling points, and open circles indicate overburden samples. The color of the circle indicates the range of VOC concentration and the actual concentration is shown inside the circle in micrograms per liter. Blue arrows show the inferred ground-water flow direction. Approximate projection magnitudes and directions are listed because wells not located on line A-A' are projected onto the line from their actual locations.

u>

OO 3O

CD 

V>VI0)

OO

00

CD 0)
800

B B'

700

ce

p11

> =

IS

O

H>

600

500

400

300

MW104R Borehole completed in bedrock, 

and identifier

J.

_ Monitoring well or ground-waterI point profile completed in

- overburden materials and identifier

Packer location

' r

EXPLANATION 

^^^^ Bedrock surface

Inferred ground-water flow 

k direction

Vertical hydraulic potential

Wetland 

Land surface

MW107

MW103R

MW204R

MP101D MP102 

MP101I MP102LT MP103D

Land surface

Glaciofluvial deposits

Well

MP102DMP102MP103DMW101MW101R

GW4

MW103RMW103MW204R

GW41

MW107

Approximate 

projection from line

30 ft from eas30 ft from eas60 ft from we

40 ft from we45 ft from we

1 55 ft from we t1 80 ft from we t1 70 ft from we t

400 ft from we t

1 70 ft from ea1 30 ft from we t

VERTICAL EXAGGERATION X 4 

_____________I

osCDMO

to

V) sCDCD

ST

400 800 1200 1600 

DISTANCE FROM NORTH TO SOUTH, IN FEET

2000 2400

Figure 28A. Flow paths and vertical hydraulic potentials in the northern part of the UConn landfill study area, Storrs, Connecticut along line B-B' depicted in figure I.The green arrows indicate the direction of hydraulic potential measured in the discrete-zone monitoring systems. The dashed green line indicates hydraulic potentials determined from heat-pulse flowmeter measurements. Blue arrows show the inferred ground-water flow direction. Approximate projection magnitudes and directions are listed because boreholes, monitoring wells, and ground-water profiling points not located on line B-B 1 are projected onto the line from their actual locations.
800

700

u 

oeL1J < O)t I 600 

O*Sr

£ cz

~ LU

z >

8 500

MP101D MP102 

MP101I MP102D" MP103D

400300

Borehole completed in bedrock, 

and identifierMonitoring well or ground-water point profile completed in 

overburden materials and identifier

Packer location

MW103R

EXPLANATION 

^^^ Bedrock surface

Inferred ground-water flow 

direction

MW107

Land surface

Jjt- Wetland 

Land surface

Glaciofluvial deposits

MP102D

MP102MP103DMW101MW101RGW4MW103RMW103MW204R

GW41

MW107

30 ft from east 30 ft from east 60 ft from west 

40 ft from wes 45 ft from wes 

155 ft from we 180 ft from we 170 ft from we 

400 ft from we 

170 ft from ea 130 ft from we

VOC concentrations in micrograms per liter 

Bedrock 1 Overburden2

Oo

1000-10000

100-1000 

10-100 o 

o 

. o

No detection

VOC concentrations in water samples 

obtained in boreholes completed in bedrock

Concentrations in water samples obtained in 

overburden wells and profiling points

VERTICAL EXAGGERATION X 4 

I

400 800 1200 1600 

DISTANCE FROM NORTH TO SOUTH, IN FEET

2000 2400 2800

Figure 28B. Maximum concentrations of target volatile organic compounds (VOC) (including benzene, chlorobenzene, ethylbenzene, tetrachloroethene, toluene, trichloroethane, and xylenes) observed in water samples collected from 1999 through 2002 along line B-B' depicted in figure 1. Solid-colored circles indicate VOC concentrations observed in bedrock samples and ground-water profiling points, and open circles indicate overburden samples. The color of the circle indicates the range of VOC concentration and the 

actual concentration is shown inside the circle in micrograms per liter. Blue arrows show the inferred ground-water flow direction. Approximate projection magnitudes and directions are listed because wells not located on line B-B' are projected onto the line from their actual locations.

00o

30 

CD V>c5? a>

o

oV)CD U
1000

C

800

< cc

o

600500

z >O

400

300

250

V104R ¥ Borehole completed in bedrock,

I and identifier

V104 I Monitoring well or ground-water

. point profile completed in

overburden materials and identifier

I I

EXPLANATION

Bedrock surface

fM 

j^r

Vertical hydraulic potentials

Inferred ground-water flow 

direction

Packer location

W156-HLR

MW302R MW202R MW121R

Downflow measured with heat-pulse flowmeter from 

220 ft to 301 ft in October 2002. MW302R was modified 

to stop downflow.

Well

MW302R

12A

MW202R

MW121R

11A

MW122RMW123SRMW203R

GW37

MW114

GW39

MW107MW110MW109MW109R7

Approximate 

projection from line

250 ft from north20 ft from south

125 ft from north

200 ft from north20 ft from south

30 ft from north

1 0 ft from north

70 ft from south

60 ft from south

1 60 ft from north

240 ft from south250 ft from south

10 ft from north

295 ft from south300 ft from south335 ft from south

VERTICAL EXAGGERATION x4

I I

400 800 1200 1600 2000 

DISTANCE FROM WEST TO EAST, IN FEET

2400 2800

 .5"

(a 

oa**Ma3 CD3 o35* 

in

ooCDU>09

CD<=O 

3 3

ST

3200

Figure 29A. Flow paths and vertical hydraulic potentials going west to east across the UConn landfill study area, Storrs, Connecticut along line C-C' depicted in figure I.The 

green arrows indicate the direction of hydraulic potential measured in the discrete-zone monitoring systems. The dashed green line indicates hydraulic potentials determined 

from heat-pulse flowmeter measurements. Blue arrows show the inferred ground-water flow direction. Approximate projection magnitudes and directions are listed because 

boreholes, monitoring wells, and ground-water profiling points not located on line C-C' are projected onto the line from their actual locations.
1000

800

y cc< co 600

>§

500

z >o

400

300250

EXPLANATION

Borehole completed in bedrock, 

and identifier Bed rock surface

I Monitoring well or ground-water, point profile completed in

overburden materials and identifier

Inferred ground-water flow

direction

GW37 MW114 MW110

MW302R MW202R MW121R

MW122R MW203R

I 

MW123SR MW 04

VERTICAL EXAGGERATION x4

Open hole 

sample

I I

CAOCD 00c

sfB)

OO

ST

400 800 1200 1600 2000 

DISTANCE FROM WEST TO EAST, IN FEET

2400 2800 3200

Figure 29B. Maximum concentrations of target volatile organic compounds (VOC) (including benzene, chlorobenzene, ethylbenzene, tetrachloroethene, toluene, trichloroethane, 

and xylenes) observed in water samples collected from 1999 through 2002 along line C-C' depicted in figure 1. Solid-colored circles indicate VOC concentrations observed in bedrock samples and ground-water profiling points, and open circles indicate overburden samples. The color of the circle indicates the range of VOC concentration and the actual concentration is shown inside the circle in micrograms per liter. Blue arrows show the inferred ground-water flow direction. Approximate projection magnitudes and 

directions are listed because wells not located on line C-C' are projected onto the line from their actual locations.

CD 09
66 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

The combined use of head distributions from the DZM 

systems, measurements with the heat-pulse flowmeter, and 

results of discrete-interval water-quality sampling (target VOCs 

and other selected parameters such as benzene) has helped 

refine and verify the conceptual ground-water flow model for 

the site. Although the open-hole head measurements define the 

general flow directions, alone they would not have provided the 

detailed hydraulic-head information needed to determine the 

vertical head differences and driving potentials along the major 

flowpaths. Installation of the DZM systems prevented vertical 

flow through the open boreholes, thereby minimizing the 

spreading of contaminants and dilution of the water-quality in 

discrete zones.

Summary and Conclusions

Heat-pulse flowmeter profiles and pumping records, manual open-hole water-level and discrete-zone water-level measurements, continuous discrete-zone water-level measurements, and differential head testing using a straddle-packer 

apparatus were used to determine hydraulic head, driving 

potential, and transmissivity in boreholes and piezometers in a 

fractured-rock aquifer near the former landfill and chemicalwaste disposal pits at University of Connecticut (UConn), 

Storrs, Connecticut. These data were analyzed to identify and 

characterize relations between long-term water-level patterns 

and precipitation, topographic setting, contaminant distribution 

at the site, and the conceptual ground-water flow model at the 

study area. The analysis helped to establish, refine, and verify 

the conceptual model of ground-water flow in the study area in 

order to better determine and explain the distribution of contamination at the site.

The head values determined with the bedrock-aquifer 

transportable testing tool (BAT3) and the heat-pulse flowmeter 

data correlated fairly well with the results of the continuous 

monitoring using the discrete-zone monitoring (DZM) systems. 

These results indicate that the heat-pulse flowmeter and BAT3

o

are effective screening tools for head determination. BAT and 

flowmeter methods provide only a snapshot of the hydraulic 

conditions at a specific time, whereas the DZM systems provide 

continuous long-term data for determining head variations 

under seasonal conditions.

Log transmissivity values determined from heat-pulse 

flowmeter modeling were regressed against log transmissivity 

values determined by conventional straddle-packer testing. The 

regression yielded a good coefficient of determination (R2= 

0.8282) indicating that the heat-pulse flowmeter can be a reliable method for estimating fracture transmissivity for the most 

transmissive fractures in a borehole. The strength of the heatpulse flowmeter method is that data can be collected relatively 

easily and quickly compared to data collection using the BAT 

equipment. The flowmeter is not as sensitive, however, as the 

BAT equipment for determination of head or transmissivity. 

Because of flowmeter sensitivity, small-yielding (low transmissivity) fractures cannot be determined in the presence of highflow zones. Consequently, if discrete-interval samples are 

required, if the transmissivity is lower than the measurement 

range of the flowmeter, or if all of the transmissive fractures in 

the borehole must be characterized for head and transmissivity, 

then BAT3 testing is preferred.

Eleven boreholes were completed with semi-permanent 

DZM systems, which isolated two to five zones in the boreholes. Hydrographs constructed for discretely isolated zones in 

the boreholes showed seasonal changes in the magnitude of 

water levels and driving potential in response to precipitation 

and drought. Heads in discrete zones and in different boreholes 

vary in magnitude and timing in response to precipitation. In 

general, there are downward driving potentials in the recharge 

areas and in the area of the ground-water divide along the axis 

of the valley, and upward driving potentials in discharge areas 

north and south of the landfill.

Six boreholes were completed with continuous water-level 

monitoring systems in the DZM system. Continuous waterlevel records collected in selected boreholes show fluctuations 

that are not observed in the manual water-level records. The 

continuous records were analyzed to look for effects of pumping from a community well about 3,000 ft west of the landfill. 

No fluctuations that might indicate pumping or regular pumping cycles were identified in the continuous records. All of the 

continuous-record water-level data collected in open boreholes 

and in DZM systems showed a semi-diurnal pattern that coincides with gravimetric tidal plots generated for this area.

Cross-hole testing was done in the area of the former 

chemical-waste disposal pits. These tests entailed pumping 

from a single zone while monitoring the water levels in discrete 

zones in nearby boreholes completed in bedrock, in open-hole 

shallow bedrock wells, and in overburden wells. The lack of 

hydraulic response indicates a poor connection between the 

boreholes that were monitored.

Using hydrograph data, driving potential profiles were 

constructed to evaluate the north-south and east-west conceptual flowpaths in the study area. To further evaluate these flowpaths, the distribution of selected chemical constituents was 

analyzed relative to the interpreted driving potentials. The distribution of VOCs was consistent with the hydraulic distribution. Hydraulic heads from discrete zones were analyzed along 

a profile aligned with the axis of the north-south valley and 

extending from the minor ground-water divide near the chemical-waste disposal pits southward towards Eagleville Brook. 

The distribution of vertical heads along the profile indicate 

downward driving potentials near the ground-water divide, 

most often downward driving potentials but seasonally upward 

driving potentials at MW105R, and upward driving potentials at 

MW201R. A comparison of heads between the boreholes indicate that water-level altitudes are highest in the area of the 

ground-water divide and decline to the south. North of the 

ground-water divide, vertical driving potentials are downward 

at MW204R, upward in the top of MW103R, and upward at 

MW101R. A comparison of the heads between the boreholes 

indicate water-level altitudes that are highest in the area of the
References Cited 67

ground-water divide and decrease progressively to the north. 

These data indicate inferred flowpaths along the axis of the valley that are downward in the area of the ground-water divide 

and upward towards the surface-water discharge areas - the 

wetland to the north and the tributary to Eagleville Brook.

In the east-west direction, flow is driven by driving potentials from the hill east of the landfill. Localized shallow groundwater flow occurs along the flanks of the hill with downward 

driving potentials from recharge on the hill and upward driving 

potentials discharging toward the base of the hill slope. Additionally, some of the recharge on the hill is driven deeper into 

the aquifer and flows westward.

In the area of the ground-water divide near the center of the 

north-south valley and Hunting Lodge Road, hydraulic head 

and driving potential varies seasonally. During periods of 

recharge, there are downward driving potentials, and higher 

heads on the west side of the valley, which indicate potential 

flow towards the east. In the absence of recharge, there is less 

downward driving potential, and the heads in the area of the 

ground-water divide are as high as or higher than the heads in 

the boreholes to the west, indicating potential for westward 

flow. Even during periods of recharge when the highest driving 

potentials are in the east-west direction, the dominant driving 

potential is southward rather than westward.

Collectively, these results indicate that regional groundwater flow follows the topography. The local flow in bedrock, 

however, follows fractures that may be oriented differently than 

the regional flow directions. Additionally, these results show 

that local topographic highs exert control on the local flow in 

the bedrock aquifer in the area of the landfill.

The results of the study illustrate the importance of discrete-zone isolation and monitoring in fractured-rock aquifers 

to prevent cross contamination, to accurately measure hydraulic 

head at fracture zones of different depths, and to ensure collection of representative water-quality samples. The distribution of 

hydraulic heads and chemical concentrations were plotted to 

show the combined use of discrete-interval water-level and 

water-quality data for evaluating flow within the study area. 

The DZM systems provided the necessary discretization of 

heads and chemical concentrations to identify potential flowpaths and contaminant distribution. Moreover, the use of DZM 

systems prevented vertical flow through the open boreholes that 

could have spread the contamination and confused the interpretation of the distribution and source of contaminants at the site.

References Cited

Elci, Alper; Molz, F.J., III; and Waldrop, W.R., 2001, Implications of observed and simulated ambient flow in monitoring 

wells: Ground Water, v. 39, no. 6, p. 853-862.

Fahey, R.J. and Pease, M.H., Jr., 1977, Preliminary bedrock 

geologic map of the South Coventry quadrangle, Tolland 

county, Connecticut: U.S. Geological Survey Open-File 

Report 77-587, 30 p., 3 plates, scale 1:24,000.

Haley and Aldrich, Inc., Environmental Research Institute, 

Epona Associates, LLC, Regina Villa Associates, Inc., and 

Earth Tech, Inc., 2000, Final preliminary hydrogeologic 

investigation draft report, UConn landfill, Storrs, Conn.: 

Glastonbury, Connecticut, 267 p. plus attachments and 

appendices.

Haley and Aldrich, Inc.; Environmental Research Institute; 

Epona Associates, LLC; P.P. Haeni, LLC; and Regina Villa 

Associates, Inc.; with technical oversight by Mitretek Systems, Inc., 2002, Draft comprehensive hydrogeologic investigation and remedial action plan, University of Connecticut, 

Storrs, Connecticut: Glastonbury, Connecticut, File No. 

91221-513.

Harrison, D.H., 1971, New computer programs for the calculation of earth tides: Cooperative Institute for Research in 

Environmental Sciences, NOAA/Univ. of Colorado, 29 p. 

(NNA.901211.0227)

Hsieh, P.A., Bredehoeft, J.D., and Farr, J.M., 1987, Determination of aquifer transmissivity from Earth tide analysis: Water 

Resources Research, v. 23, no. 10, p. 1824-1832.

Johnson, C.D., Haeni, P.P., Lane, J.W., and White, E.A., 2002, 

Borehole-geophysical investigation of the University of Connecticut landfill, Storrs, Connecticut: U.S. Geological Survey 

Water-Resources Investigations Report 01-4033, 187 p.

Johnson, C.D., and Kastrinos, J.R., 2002, Use of geophysical, 

hydraulic, and geochemical methods to develop a site conceptual ground-water flow model in central Connecticut, in 

Fractured Rock 2002, Denver, Colorado, March 13-15,2002, 

Proceedings [abs.]: Westerville, Ohio, National Ground 

Water Association.

Johnson, C.D., Joesten, P.K., and Mondazzi, R.A., 2005, Borehole-geophysical and hydraulic investigation of the fractured-rock aquifer near the University of Connecticut landfill, Storrs, Connecticut, 2000 to 2001: U.S. Geological 

Survey Water-Resources Investigations Report 03-4125, 

133 p.
68 Using Discrete-Zone Monitoring Systems at the UConn Landfill, 1999 to 2002

National Oceanic and Atmospheric Administration, 2002, 

National Weather Service Forecast Office Boston, Massachusetts: National Oceanic and Atmospheric Administration 

web site at http://www.erh.noaa.gov/er/box/dailystns.html. 

(Accessed October 23, 2002.)

Paillet, F.L., 1998, Flow modeling and permeability estimation 

using borehole flow logs in heterogeneous fractured formations: Water Resources Research, v. 34, no. 5, p. 997-1010.

Paillet, F.L., 2000, A field technique for estimating aquifer 

parameters using flow log data: Ground Water, v. 38, no. 4, 

p. 510-521. \

Parker, B.L., and Cherry, J.A., 1999, Scale considerations of 

chlorinated solvent source zones and contaminant 

fluxes insights from detailed field studies, in Morganwalp, 

D.W., and Buxton, H.T., eds., U.S. Geological Survey Toxic 

Substance Hydrology Program - Proceedings of the Technical Meeting, Charleston, S.C., March 8-12, 1999: U.S. Geological Survey Water-Resources Investigations Report 

99-4018C, v. 3, p. 3-5.

Powers, C.J., Wilson, Joanna, Haeni, F.P., and Johnson, C.D., 

1999, Surface-geophysical investigation of the University of 

Connecticut landfill, Storrs, Connecticut: U.S. Geological 

Survey Water-Resources Investigations Report 99-4211, 

34 p.

Shapiro, A.M., 2001, Characterizing ground-water chemistry 

and hydraulic properties of fractured rock aquifers using the 

multifunction bedrock-aquifer transportable testing tool 

(BAT3 ): U.S. Geological Survey Fact Sheet; FS-075-01,4 p,

Shapiro, A.M., 2002, Cautions and suggestions for geochemical 

sampling in fractured rock: Ground Water Monitoring and 

Remediation, v. 22, no. 3, p. 151-164.

Sterling, S.N., 1999, Comparison of discrete depth sampling 

using rock core and a removable multilevel system in a TCE 

contaminated fractured sandstone: MS Thesis, Department of 

Earth Sciences, University of Waterloo, Waterloo, Ontario, 

Canada, 108 p.

Todd, O.K., 1980, Groundwater hydrology (2d ed.): New York, 

N.Y., John Wiley and Sons, 535 p.

Williams, J.H., and Conger, R.W., 1990, Preliminary delineation of contaminated water-bearing fractures intersected by 

open-hole bedrock wells: Ground Water Monitoring Review, 

v. 10, no. 4, p. 118-126.

Winter, T. C, Harvey, J.W., Franke, O.L., and Alley, W. M., 

1998, Ground water and surface water, a single resource: 

U.S. Geological Survey Circular 1139, 79 p.
Appendix 1 69

Appendix 1

Calibration Values and Set Depths for Pressure Transducers in Boreholes in the 

UConn Landfill Study Area, Stairs, Connecticut

A. Calibration values and set depths for pressure transducers in MW101R........................... 70

B. Calibration values and set depths for pressure transducers in MW103R ........................... 70

C. Calibration values and set depths for pressure transducers in MW104R ........................... 71

D. Calibration values and set depths for pressure transducers in MW105R........................... 71

E. Calibration values and set depths for pressure transducers in MW109R............................ 72

F. Calibration values and set depths for pressure transducers in MW122R............................ 72
Appendix 1A. Calibration values and set depths for pressure transducers in MW101R.

[Z, zone in the discrete-zone monitoring system; C, channel in the continuous multi-channel tubing (CMT) where the transducer was placed; R2, coefficient of d

of fit of the observed data and the line defined by the slope and offset; Shift, the distance that the transducer was moved from its original set depth; MP, measurin

Zone

Z1,C1

Z1.C1

Z1.C1

Z1.C1

Z2, C3

Z2,C3

Z3,C5

Z3, C5

Z3,C5

Z3,C5

Slope

3.296

3.296

3.296

3.296

2.399

2.193

2.129

2.129

2.264

2.266

Offset

-2.756

-2.756

-2.756

-2.756

-0.160

0.744

0.725

0.725

2.914

0.262

R2

0.986

0.986

0.986

0.986

1.000

0.997

0.998

0.998

1.000

1.000

Shift

2.6

2.45

2.8

2.5

0

0

0

2.6

0.2

0

Dates 

applicable

1/1/02 to 6/1 8/02

6/18/02 to 8/20/02

8/21/02 to 9/26/02

9/26/02 to 1/1/03

1/1/02 to 9/26/02

9/26/02 to 1/1/03

1/1/02 to 6/1 8/02

9/23/02 to 9/26/02

9/26/02 to 10/15/02

10/15/02 to 1/1/03

Transducer

1

1

1

1

2

2

3

3

3

3

Elevation 

MP, in fe

553.84

553.84

553.84

553.84

553.84

553.84

553.84

553.84

553.84

553.84

Appendix 1B. Calibration values and set depths for pressure transducers in MW103R.

[Z, zone in the discrete-zone monitoring system; C, channel in the continuous multi-channel tubing (CMT) where the transducer was placed; Cl/2, 0.5-inch dia

where the transducer was placed; R2, coefficient of determination showing the closeness of fit of the observed data and the line defined by the slope and offset; 

was moved from its original set depth; MP, measuring point, which is the top of the CMT]

Zone

Z1.C1/2

Z2,C2

Z3,C4

Z5, C6

Slope

2.2814

2.3374

2.3253

2.3441

Offset

0.2126

0.1783

0.5215

-3.8767

R2

0.9999

1.0000

0.9761

0.9999

Shift

0

0

0

0

Dates 

applicable

1/1/02 to 1/1/03

1/1/02 to 1/1/03

1/1/02 to 1/1/03

1/1/02 to 1/1/03

Transducer

1

2

3

4

Elevation o

MP, in feet

571.37

571.40

571.40

571.40
Appendix 1C. Calibration values and set depths for pressure transducers in MW104R. ~ ' 

[Z, zone in the discrete-zone monitoring system; C, channel in the continuous multi-channel tubing (CMT) where the transducer was placed;<R2, coefficient of 

of fit of the observed data and the line defined by the slope and offset; Shift, the distance that the transducer was moved from its original set depth; MP, measuri

Zone

Z1-C1

Z1-C1

Z1-C1

Z3-C4

Z5-C7

Z5-C7

Z5-C7 '

Z5-C7

Slope

2.405

2.405

2.405

2:451

2.575

2.575

2.575

2.575

Offset

0.370

0.370

0.370

-0.458

-1.574

-1.574

-1.574-

-1.574

R2

0.9996

0.9996

0.9996

0.9997

0.9974

0.9974

0.9974

0.9974

Shift

-0.1

-0.4

-0.1

0

0

-0.3

-0.5

-0.4

Dates 

applicable

1/1/02 to 2/1/02

2/1/02 to 7/12/02

7/12/02 to 1/1/03

1/1/02 to 1/1/03

1/1/02 to 2/1/02

2/1/02- to 4/26/02 .

4/26/02 to, 8/22/02

8/22/02 to" 1/1/03 .,

Transducer

1

1

1

2

.3-'. ''" '

3

v ' 3 '

.' -3"

Elevation 

MP, in fee

575.71

575.71

575.71

575.71

575.71

575.71

575.71

- 575.71 

Appendix 1D. Calibration values and set depths for pressure transducers in MW105R. , 

[Z, zone in the discrete-zone monitoring system; C, channel in the continuous multi-channel tubing (CMT) where the transducer was placed; Cl/2,: 0.5-inch dia

where the transducer was placed; R2, coefficient of determination showing the closeness of fit of the observed data and the line defined by the slope and offset; 

was moved from its original set depth; MP, measuring point, which is the top of the CMT]

Zone

Zl, Cl/2

Zl, Cl/2

Z2,C1

Z2, Cl

Z3, C4

Z5,C7

Z5,C7

Z5, C7

Slope

2.411 .

2.411

2.404

2.404

2.326

2.470

. 2.470

2.470

Offset

-1.179

-1.179

0.335

0.335

-0.071

0.197

0.197

0.197

R2

0.9994

0.9994

0.9937

0.9937

0.9936

0.9719

0.9719

0.9719

Shift

0

-0.3

0

-0.2

0

0

-0.3

0

Dates 

applicable

1/1/02 to 2/1/02

2/1/02 to 1/1/03

1/1/02 to 11/26/02

11/26/02 to 1/1/03

1/1/02 to 1/1/03

1/1/02 to 4/16/02

4/16/02 to 7/15/02

7/15/02 to 1/1/03

Transducer

1

1

2

2

3

4

4

4

Elevation o

MP, in fee

565.82

565.82

565.91

565.91

565.91

565.91

565.91 

565.91
Appendix 1E. Calibration values and set depths for pressure transducers in MW109R.

[Z, zone in the discrete-zone monitoring system; C, channel in the continuous multi-channel tubing (CMT) where the transducer was placed; CO, 6-inch diamet

placed; R2 , coefficient of determination showing the closeness of fit of the observed data and the line defined by the slope and offset; Shift, the distance that the 

set depth; MP, measuring point, which is the top of the CMT]

Zone

Zl.CO

Z1,CO

Z2,C2

Z2, C2

Z3,C4

Z3,C4

Z3, C4

Z3, C4

Z4, C6

Slope

2.353

2.353

2.747

2.339

2.403

2.403

2.403

2.403

2.372

Offset

0.526

0.526

-0.485

0.566

-0.691

-0.691

-0.691

-0.691

-0.433

R2

0.9799

0.9799

0.9757

0.9998

0.9579

0.9579

0.9579

0.9579

0.9792

Shift

0

0.6

0

0

0

0.1

0.2

0

0

Dates 

applicable

1/1/02 to 8/1 1/02

8/1 1/02 to 1/1/03

1/1/02 to 3/9/02

3/9/02 to 1/1/03

1/1/02 to 1/14/02

1/14/02 to 3/20/02

3/20/02 to 6/1 8/02

6/18/02 to 1/1/03

1/1/02 to 1/1/03

Transducer

1

1

2

2

3

3

3

3

4

Elevation 

MP, in fee

582.69

582.69

582.77

582.77

582.77

582.77

582.77

582.77

582.77

Appendix 1F. Calibration values and set depths for pressure transducers in MW122R.

[Z, zone in the discrete-zone monitoring system; C, channel in the continuous multi-channel tubing (CMT) where the transducer was placed; R2 , coefficient of 

of fit of the observed data and the line defined by the slope and offset; Shift, the distance that the transducer was moved from its original set depth; MP, measuri

Zone Slope Offset Shift

Dates 

applicable

Transducer

Elevation 

MP, in fee

Zl 2.3092 -0.0922 1.0000 1/1/02 to 1/1/03 581.76

Z2 2.2912 0.0476 0.9999 1/1/02 to 1/1/03 581.76 
Appendix 2 73

Appendix 2

Open-Hole and Discrete-Zone Manual Water-Level Measurements in Boreholes in the 

UConn Landfill Study Area, Storrs, Connecticut

A. Open-hole and discrete-zone manual water-level measurements in MW101R.................. 74

B. Open-hole and discrete-zone manual water-level measurements in MW103R.................. 76

C. Open-hole and discrete-zone manual water-level measurements in MW104R.................. 78

D. Open-hole and discrete-zone manual water-level measurements in MW105R.................. 80

E. Open-hole and discrete-zone manual water-level measurements in MW109R.................. 82

F. Open-hole and discrete-zone manual water-level measurements in MW121R.................. 84

G. Open-hole and discrete-zone manual water-level measurements in MW122R.................. 86

H. Open-hole and discrete-zone manual water-level measurements in MW201R.................. 88

I. Open-hole and discrete-zone manual water-level measurements in MW202R................... 90

J. Open-hole and discrete-zone manual water-level measurements in MW203R................... 92

K. Open-hole and discrete-zone manual water-level measurements in MW204R.................. 94

L. Open-hole and discrete-zone manual water-level measurements in MW302R.................. 96

M. Open-hole and discrete-zone manual water-level measurements in W202-NE................. 97
Appendix 2A. Open-hole and discrete-zone manual water-level measurements in MW101R.

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch s

referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertical Datum of 1988 (NAVD 8

square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. L, low pressure. FZ, frozen. --, missing head data]

Date Time

5/31/00 12:00

6/9/00 17:00

6/12/00 10:00

6/19/00 12:38

6/20/00 12:00

6/26/00 12:00

6/27/00 8:25

7/7/00 9:20

6/1/00 10:30

7/31/00 12:00

8/1/00 13:15

8/8/00 10:30

8/17/00 12:00

8/28/00 10:35

9/20/00 11:30

9/28/00 12:00

9/29/00 10:00

10/6/00 14:45

10/20/00 9:00

1 1/2/00 10:07

1 1/27/00 9:53

11/29/00 8:40

1 1/30/00 9:39

12/1/00 12:00

12/3/00 9:00

12/11/00 10:30

12/14/00 12:00

12/15/00 9:20

12/18/00 9:25

12/21/00 10:45

1/3/01 9:50

1/30/01 12:00

2/1/01 16:12

2/13/01 10:25

2/28/01 12:00

3/14/01 11:10

4/5/01 11:12

MW101R*

Depth Elev.

2.60 550.93

-

..

-

..

-

..

..

..

..

-.

..

..

..

..

3.47 550.06

..

--

..

..

..

-

..

..

..

..

..

--

zr

(530.5-51 4.5 ft)

Depth Elev.

..

2.40 551.13

2.75 550.78

3.12 550.41

3.26 550.27

..

3.57 549.96

3.60 549.93

3.56 549.97

3.06 550.47

3.61 549.92

3.75 549.78

2.94 550.59

..

3.58 549.95

3.62 549.91

3.73 549.80

3.93 549.60

3.29 550.24

..

3.59 549.94

..

3.68 549.85

3.81 549.72

3.35 550.18

3.41 550.12

2.83 550.70

3.11 550.42

3.43 550.10

..

2.90 550.63

2.91 550.62

..

2.49 551.04

2.38 551.15

Z1 

(530.5-51 4.5 ft)

Depth Elev.

..

2.72 551.20

3.21 550.71

3.54 550.38

3.62 550.30

3.68 550.24

3.94 549.98

3.96 549.96

3.93 549.99

3.00 550.92

3.42 550.50

3.96 549.96

3.53 550.39

4.16 549.76

3.33 550.59

3.79 550.13

3.98 549.94

. 4.00 549.92

4.11 549.81

4.31 549.61

3.71 550.21

3.93 549.91

4.03 549jf^l

4.15 549.69

3.71 550.13

3.76 550.08

3.16 550.68

3.44 550.40

3.77 550.07

3.86 549.98

3.27 550.57

3.27 550.57

2.91 550.93

2.79 551.05

--

Z2

(51 2.4-493.5 ft)

Depth Elev.

..

2.82 551.10

2.74 551.18

2.90 551.02

2.98 550.94

3.56 550.36

3.22 550.70

3.29 550.63

3.31 550.61

2.85 551.07

2.85 551.07

3.43 550.49

3.44 550.48

3.97 549.95

3.15 550.77

3.68 550.24

3.77 550.15

3.81 550.11

3.92 550.00

4.13 549.79

3.53 550.39

-

3.68 550.16

3.78 550.06

3.97 549.87

3.72 550.12

3.74 550.10

3.07 550.77

3.32 550.52

3.63 550.21

3.58 550.26

3.15 550.69

3.14 550.70

2.81 551.03

2.64 551.20

2.53 551.31

Z3 

(491. 5-485.0 ft)

Depth Elev.

2.83 551.09

1.84 552.08

1.84 552.08

1.90 552.02

..

2.13 551.79

2.20 551.72

2.22 551.70

2.77 551.15

1.76 552.16

2.26 551.66

2.26 551.66

2.80 551.12

2.22 551.70

2.80 551.12

2.80 551.12

2.82 551.10

3.09 550.83

3.31 550.61

2.64 551.28

2.94 550.90

2.89 550.95

3.04 550.80

3.20 550.64

3.67 550.17

3.71 550.13

2.28 551.56

2.52 551.32

2.71 551.13

2.68 551.16

2.24 551.60

2.16 551.68

1.76 552.08

1.58 552.26

1.48 552.36

Z4 

(483.0-426.5 

Depth El

..

2.86 55

1.83 552

0.66 553

1.72 552

2.03 55

1.98 55

2.05 55

1.98 55

1.59 552

1.54 552

2.06 55

2.09 55

2.67 55

2.13 55

2.65 55

2.62 55

2.80 55

3.02 550

3.27 550

2.53 55

..

2.71 55

2.69 55

2.77 55

2.98 550

3.66 550

3.72 550

1.98 55

2.24 55

2.45 55

2.54 55

2.02 55

1.90 55

1.51 552

1.27 552

1.18 552
Appendix 2A. Open-hole and discrete-zone manual water-level measurements in MW101R. Continued

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch 

referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertical Datum of 1988 (NAVD 

square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. L, low pressure. FZ, frozen. , missing head data]

Date Time

4/12/01 12:00

4/20/01 9.44

5/1/01 10:58

5/16/01 10:50

6/4/01 9:49 .

6/4/01 12:00

6/25/01 9:53

7/10/01 9:30

7/24/01 9:50

8/13/01 9:14

9/5/01 11:15

9/11/01 13:18

9/27/01 10:20

10/9/01 10:15

10/12/01 15:16

10/30/01 9:08

11/15/01 11:09

11/29/01 11:02

12/21/01 12:06

1/14/02 11:19

1/31/02 11:16

2/28/02 10:21

3/26/02 11:12

4/16/02 11:30

5/7/02 13:18

6/18/02 12:55

8/21/02 12:10

9/19/02 11:15

9/26/02 9:21

10/10/02 8:40

10/15/02 10:18

10/28/02 10:29

11/26/02 11:48

12/3/02 15:35

MW101R*

Depth Elev.

.. 

-

-

..

..

-

..

..

..

..

..

..

..

..

..

- 

..

..

..

..

..

..

..

..

-

..

--

--

zr

(530.5-51 4.5 ft)

Depth Elev.

..

2.61 550.92

2.66 550.87

3.04 550.49

2.50 551.03

-

2.78 550.75

3.24 550.29

3.66 549.87

3.32 550.21

4.40 549.13

4.28 549.25

3.65 549.88

4.13 549.40

4.07 549.46

4.31 549.22

4.32 549.21

4.37 549.16

3.92 549.61

3.80 549.73

3.74 549.79

3.72 549.81

3.20 550.33

3.02 550.51

2.98 550.55

2.84 550.69

4.22 549.31

4.26 549.27

4.37 549.16

4.38 549.15

3.97 549.56

3.55 549.98

3.20 550.33

3.38 550.15

Z1 

(530.5-51 4.5 ft)

Depth Elev.

..

..

..

..

..

..

-

..

-

-

..

..

..

..

..

..

..

- .

..

..

..

-

..

..

..

..

-

Z2 

(51 2.4-493.5 ft)

Depth Elev.

2.35 551.49

2.72 551.12

2.78 551.06

3.16 550.68

2.65 551.19

2.65 551.19

2.94 550.90

3.35 550.49

3.78 550.06

3.51 550.33

4.23 549.61

4.43 549.41

3.86 549.98

4.31 549.53

4.28 549.56

4.49 549.35

4.51 549.33

4.56 549.28

4.15 549.69

4.08 549.76

3.98 549.86

3.99 549.85

3.48 550.36

3.29 550.55

3.15 550.69

3.00 550.84

4.43 549.41

4.45 549.39

4.57 549.27

4.57 549.27

4.17 549.67

3.77 550.07

3.38 550.46

3.57 550.27

Z3 

(491. 5-485.0 ft)

Depth Elev.

1.26 552.58

1.66 552.18

1.67 552.17

2.04 551.80

1.48 552.36

1.48 552.36

1.75 552.09

2.16 551.68

2.57 551.27

2.48 551.36

3.41 550.43

3.51 550.33

3.05 550.79

3.48 550.36

3.41 550.43

3.68 550.16

3.75 550.09

3.83 550.01

3.43 550.41

3.93 549.91

3.75 550.09

3.78 550.06

3.28 550.56

3.02 550.82

2.33 551.51

1.92 551.92

3.23 550.61

3.44 550.40

3.77 550.07

3.75 550.09

3.37 550.47

2.87 550.97

2.59 551.25

2.77 551.07

Z4 

(483.0-426.5 

Depth E

0.89 55

1.32 55

1.25 55

1.62 55

1.03 55

1.03 55

1.29 55

1.68 55

2.10 55

2.21 55

.

3.08 55

2.67 55

3.13 55

3.05 55

3.27 55

3.41 . 55

3.52 55

3.08 55

3.94 ~ 54

3.77 55

3.78 55

3.27 55

3.02 55

1.93 55

1.45 55

2.86 55

3.28 55

3.39 55

3.39 55

3.04 55

2.54 55

2.21 55

2.32 55
Appendix 2B. Open-hole and discrete-zone manual water-level measurements in MW103R.

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch s

referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertical Datum of 1988 (NAVD 

square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. L, low pressure. FZ, frozen. , missing head data]

Date Time

9/12/00 13:00

9/13/00 9:36

9/14/00 13:55

9/20/00 8:20

9/21/00 13:51

9/22/00 15:40

9/25/00 10:25

9/28/00 12:00

9/29/00 10:20

10/19/00 7:55

10/19/00 10:03

10/20/00 9:30

10/27/00 11:35

11/2/00 10:52

11/27/00 10:29

12/1/00 12:00

12/11/00 10:54

12/18/00 15:35

12/21/00 11:12

1/2/01 12:37

1/3/01- 10:10

1/5/01 9:25

1/8/01 9:50

1/30/01 12:00

2/1/01 16:25

2/13/01 10:45

2/28/01 12:00

3/14/01 10:45

3/19/01 10:05

4/5/01 11:41

4/20/01 10:00

4/26/01 12:00

5/1/01 11:17

MW103R*

Depth Elev.

8.62 562.38

..

8.80 562.20

..

..

..

..

-

-

..

..

..

~

-

-

..

..

-

--

Z1* 

(544.5-524.0 ft)

Depth Elev.

-

8.86 562.14

6.50 564.50

..

7.87 563.13

7.72 563.28

..

7.61 563.39

-

7.74 563.26

9.15 561.85

9.36 561.64

9.58 561.42

7.10 563.90

-

7.68 563.32

6.31 564.69

7.51 563.49

5.78 565.22

5.80 565.2

5.76 565.24

5.87 565.13

-

5.65 565.35

5.56 565.44

-

5.18 565.82

...

4.89 566.11

5.15 565.85

-

5.33 565.67

Z1 

(544.5-524.0 ft)

Depth Elev.

-

..

..

7.29 563.99

..

8.21 563.07

8.05 563.23

..

7.93 563.35

..

9.08 562.29

954 561.83

9.73 561.64

9.93 561.44

..

..

8.07 563.30

6.71 564.66

5.87 565.50

6.12 565.25

6.13 565.24

6.08 565.29

6.14 565.23

..

5.99 565.38

5.91 565.46

..

5.52 565.85

5.35 566.02

..

..

..

-

22 

(522.0-495.0 ft)

Depth Elev.

--

8.33 563.01

8.39 562.95.

7.57 563.77

6.99 564.35

7.07 564.27

7.18 564.16

7.86 563.48

7.96 563.38

..

8.77 562.63

8.66 562.74

8.79 562.61

8.97 562.43

7.46 563.94

7.13 564.27

7.12 564.28

8.81 562.59

3.88 567.52

4.35 567.05

4.37 567.03

4.42 566.98

4.61 566.79

5.15 566.25

4.52 566.88

4.12 567.28

3.76 567.64

357 567.83

-

2.09 569.31

3.03 568.37

3.08 568.32

3.52 567.88

Z3 

(493.0-483.0 ft)

Depth Elev.

-

8.19 563.15

8.35 562.99

7.54 563.80

6.84 564.50

30.57 540.77

6.97 564.37

7.85 563.49

7.96 563.38

..

8.19 563.21

8.68 562.72

8.68 562.72

8.89 562.51

7.39 564.01

7.12 564.28

7.08 564.32

8.42 562.98

3.92 567.48

4.32 567.08

4.38 567.02

4.41 566.99

4.59 566.81

5.14 566.26

4.54 566.86

4.14 567.26

3.75 567.65

3.53 567.87

2.87 568.53

2.09 569.31

2.97 568.43

3.08 568.32

3.56 567.84

Z4 

(481 .0-460.0 ft)

Depth Elev.

-

8.28 563.06

8.26 563.08

7.51 563.83

6.88 564.46

7.08 564.26

7.03 564.31

7.85 563.49

7.96 563.38

..

7.50 563.90

8.52 562.88

8.62 562.78

8.80 562.60

7.29 564.11

7.10 564.30

6.86 564.54

8.30 563.10

3.84 567.56

4.16 567.24

4.33 567.07

4.36 567.04

4.50 566.90

4.99 566.41

4.49 566.91

4.04 567.36

3.59 567.81

3.28 568.12

2.57 568.83

..

-.

-

-

(458.0

Depth 

-

8.38 

8.43 

7.62 

7.03 

7.15 

7.23 

7.84 

7.97 

..

8.81 

8.69 

8.83 

8.99 

7.49 

7.16 

8.68 

3.90 

4.40 

4.40 

4.46 

4.61 

5.20 

4.57 

4.16 

3.61 

3.63 

-

2.14 

3.04 

 

3.56 
Appendix 2B. Open-hole and discrete-zone manual water-level measurements in MW103R. Continued

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch s

referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertical Datum of 1988 (NAVD 8

square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. L, low pressure. FZ, frozen. , missing head data]

Date Time

5/16/01 11:12

6/4/01 10:12

6/4/01 12:00

6/25/01 10:08

7/10/01 9:50

7/24/01 11:25

8/13/01 9:31

8/30/01 12:45

9/11/01 10:25

9/27/01 11:05

10/9/01 10:38

10/30/01 9:21

11/15/01 11:32

11/29/01 11:15

12/27/01 11:50

1/14/02 11:50

1/31/02 11:39

2/7/02 11:40

2/7/02 13:00

2/28/02 11:15

3/28/02 9.52

4/18/02 10:20

5/7/02 11:10

6/18/02 13:22

7/10/02 9:05

8/21/02 11:53

9/24/02 13:55

10/28/02 11:23

11/26/02 12:30

MW103R*

Depth Elev.

..

-

..

-

-

..

-

-.

-

..

..

..

..

-

..

..

-

..

-

-

..

..

-

..

..

..

..

..

~

Z1* 

(544.5-524.0 ft)

Depth Elev.

6.02 564.98

5.44 565.56

..

5.50 565.5

6.76 564.24

8.46 562.54

9.11 561.89

9.63 561.37

10.46 560.54

9.37 561.63

10.40 560.60

11.44 559.56

12.00 559.00

12.47 558.53

10.04 560.96

9.68 561.32

8.80 562.20

8.45 562.55

8.42 562.58

8.04 562.96

5.78 565.22

5.77 565.23

5.58 565.42

5.63 565.37

8.21 562.79

10.79 560.21

11.28 559.72

9.13 561.87

6.65 564.35

Z1

(544.5-524.0 ft)

Depth Elev.

-

..

..

-

9.43 561.94

..

..

-

-

..

-

..

..

-

..

..

-

..

..

-

-

..

..

-

22 

(522.0-495.0 ft)

Depth Elev.

4.77 566.63

3.92 567.48

3.94 567.46

3.59 567.81

5.47 565.93

7.22 564.18

8.94 562.46

..

10.05 561.35

9.65 561.75

10.27 561.13

11.24 560.16

11.67 559.73

11.94 559.46

10.16 561.24

9.90 561.50

9.05 562.35

8.50 562.90

8.48 562.92

7.89 563.51

4.90 566.50

4.38 567.02

3.99 567.41

3.89 567.51

6.81 564.59

10.09 561.31

10.89 560.51

9.44 561.96

6.29 565.11

Z3 

(493.0-483.0 ft)

Depth Elev.

4.77 566.63

3.86 567.54

3.89 567.51

3.48 567.92

5.31 566.09

7.03 564.37

8.82 562.58

9.32 562.08

10.10 561.30

9.62 561.78

10.26 561.14

11.11 560.29

11.49 559.91

11.83 559.57

10.00 561.40

9.77 561.63

8:85 562.55

8.50 562.90

7.88 563.52

7.75 563.65

4.66 566.74

4.15 567.25

3.72 567.68

6.61 564.79

9.82 561.58

10.91 560.49

9.44 561.96

6.20 565.20

Z4 

(481. 0-460.0 ft)

Depth Elev.

..

. -

..

8.81 562.59

9.28 562.12

10.01 561.39

9.50 561.9

10.11 561.29

10.95 560.45

11.40 560.00

11.74 559.66

9.96 561.44

9.79 561.61

8.87 562.53

8.51 562.89

7.55 563.85

7.68 563.72

4.55 566.85

4.04 567.36

3.91 567.49

3.67 567.73

6.54 564.86

9.74 561.66

10.91 560.49

9.35 562.05

6.09 565.31

Z

(458.0-

Depth 

4.77 

3.92 

3.97 

3.62 

5.49 

7.27 

8.93 

9.29 

10.09 

9.74 

10.28 

11.24 

1 1 .66 

12.02 

10.22 

9.97 

9.10 

8.52 

8.51 

7.94 

4.95 

4.44 

4.03 

3.92 

6.84 

10.13 

10.94 

9.47 

6.33 
Appendix 2C. Open-hole and discrete-zone manual water-level measurements in MW104R.

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch st

referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertical Datum of 1988 (NAVD 8

square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. L, low pressure. FZ, frozen. --, missing head data]

Date Time

9/18/00 11:10

9/18/00 9:00

9/20/00 9:30

9/28/00 12:00

9/29/00 11:10

10/6/00 15:32

10/20/00 9:45

10/27/00 12:00

11/2/00 11:26

11/27/00 11:40

12/11/00 11:20

12/21/00 11:49

1/3/01 11:05

1/30/01 12:00

2/1/01 17:00

2/13/01 11:29

2/28/01 12:00

3/14/01 10:05

3/16/01 9:45

4/5/01 12:58

4/20/01 8:30

4/26/01 12:00

5/1/01 11:57

5/16/01 12:06

6/4/01 11:00

6/25/01 10:58

7/10/01 10:39

7/24/01 12:15

8/13/01 10:35

8/30/01 12:00

9/11/01 12:30

9/18/01 15:00

9/27/01 12:00

10/9/01 11:37

MW104R*

Depth Elev.

19.00 556.46

..

-

..

..

..

..

-

..

-

..

..

-

..

..

..

..

-

-

..

..

..

..

..

..

-

Z1* 

(557.5-539.5 ft)

Depth Elev.

..

12.99 562.47

11.94

..

12.41 563.05

13.06 562.40

13.82 561.64

14.38 561.08

14.63 560.83

12.75 562.71

13.55 561.91

9.42 566.04

10.05 565.41

..

10.03 565.43

9.26 566.20

..

7.88 567.58

..

6.08 569.38

7.25 568.21

7.25 568.21

8.18 567.28

9.66 565.80

8.37 567.09

8.28 567.18

10.31 565.15

12.36 563.10

14.08 561.38

14.57 560.89

15.45 560.01

..

13.77 561.69

14.49 560.97

Z1 

(557.5-539.5 ft)

Depth Elev.

..

13.23 562.48

12.21 , 563.50

12.44 563.27

12.57 563.14

13.28 562.43

14.05 561.66

14.60 561.11

14.85 560.86

12.94 562.77

13.78 561.93

9.60 566.11

10.25 565.46

..

10.26 565.45

9.49 566.22

..

8.07 567.64

758 568.13

..

..

..

..

..

-

..

 ..

..

14.32 561.39

-

..

..

..

-

22 

(537.5-503.5 ft)

Depth Elev.

-

17.79 557.92

17.46 558.25

17.30 558.41

17.35 558.36

17.68 558.03

18.45 557.26

18.68 557.03

18.93 556.78

18.57 557.14

18.42 557.29

16.56 559.15

16.18 559.53

17.37 558.34

16.65 559.06

15.15 560.56

12.91 562.80

9.82 565.89

933 566.38

..

-

..

..

..

-

-

14.73 560.98

15.21 560.50

16.12 559.59

-

19.94 555.77

20.42 555.29

Z3 

(501. 5-491 .5 ft)

Depth Elev.

..

18.52 557.19

18.30 557.41

18.10 557.61

18.20 557.51

18.49 557.22

19.33 556.38

19.58 556.13

19.80 555.91

19.37 556.34

19.28 556.43

17.23 558.48

17.11 558.60

18.01 557.70

17.72 557.99

16.95 558.76

..

15.75 559.96

9.45 566.26

9.06 566.65

10.52 565.19

10.52 565.19

11.65 564.06

13.28 562.43

12.46 563.25

12.43 563.28

14.79 560.92

16.96 558.75

18.69 557.02

19.26 556.45

19.97 555.74

..

20.68 555.03

21.12 554.59

Z4 

(489.5-472.5 ft)

Depth Elev.

-

19.92 555.79

19.73 555.98

19.57 556.14

19.65 556.06

19.86 555.85

20.69 555.02

20.90 554.81

21.07 554.64

20.54 555.17

20.37 555.34

18.43 557.28

18.37 557.34

19.27 556.44

18.98 556.73

18.14 557.57

..

17.17 558.54

10.08 565.63

..

..

..

..

..

..

..

-.

20.41 555.30

20.87 554.84

21.52 554.19

..

22.13 553.58

22.47 553.24

Z5 

(470.5-44

Depth 

--

19.98 

19.78 

19.58 

19.65 

19.92 

20.71 

20.92 

21.10 

20.57 

20.39 

18.47 

18.39 

19.29 

19.11 

18.28 

..

17.29 

17.04 

13.83 

14.95 

14.95 

15.67 

16.95 

16.39 

15.96 

17.72 

19.22 

20.86 

21.31 

21.95 

..

22.17 

22.50 
Appendix 20. Open-hole and discrete-zone manual water-level measurements in MW104R. Continued

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch s

referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertical Datum of 1988 (NAVD 

square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. L, low pressure. FZ, frozen. , missing head data]

Date Time

10/30/01 10:08

11/15/01 12:27

11/29/01 12:09

12/21/01 10:10

1/14/02 13:27

1/30/02 10:50

2/7/02 1 1 :28

2/28/02 13:31

3/28/02 11:28

4/16/02 11:40

5/7/02 12:50

6/18/02 14:45

7/10/02 14:48

7/11/02 10:40

7/12/02 10:34

8/21/02 14:39

9/17/02 14:40

10/28/02 12:48

11/26/02 13:30

MW104R*

Depth Elev.

~

..

..

..

..

-

..

-

..

..

..

..

-

..

-

-

Z1* 

(557.5-539.5 ft)

Depth Elev.

15.53 559.93

16.07 559.39

16.44 559.02

14.67 560.79

14.41 561.05

13.08 562.38

12.81 562.65

12.66 562.80

9.12 566.34

9.25 566.21

8.48 566.98

7.88 567.58

11.27 564.19

11.34 564.12

11.55 563.91

14.28 561.18

15.37 560.09

12.87 562.59

9.75 565.71

Z1 

(557.5-539.5 ft)

Depth Elev.

..

..

..

..

..

..

..

..

..

..

..

..

..

..

..

-.

..

-

Z2 

(537.5-503.5 ft)

Depth Elev.

21.12 554.59

21.46 554.25

21.85 553.86

21.18 554.53

20.74 554.97

20.10 555.61

19.60 556.11

19.25 556.46

16.85 558.86

15.97 559.74

15.46 560.25

13.98 561.73

16.28 559.43

16.26 559.45

16.36 559.35

19.38 556.33

20.40 555.31

19.71 556.00

17.04 558.67

Z3 

(501. 5-491. 5 ft)

Depth Elev.

21.89 553.82

22.16 553.55

22.44 553.27

21.90 553.81

21.50 554.21

20.73 554.98

20.31 555.40

20.01 555.70

17.73 557.98

16.96 558.75

16.50 559.21

15.30 560.41

17.50 558.21

17.50 558.21

17.55 558.16

20.56 555.15

21.55 554.16

20.72 554.99

18.06 557.65

Z4 

(489.5-472.5 ft)

Depth Elev.

23.22 552.49

23.45 552.26

23.68 552.03

23.02 552.69

22.50 553.21

21.78 553.93

21.39 554.32

21.11 554.60

18.99 556.72

18.32 557.39

17.98 557.73

17.23 558.48

..

22.51 553.20

23.22 552.49

22.29 553.42

19.46 556.25

Z5 

(470.5-44

Depth 

23.27 

23.49 

23.72 

23.08 

22.54 

21.80 

21.41 

21.11 

19.04 

18.36 

18.03 

17.30 

19.52 

19.50 

19.52 

22.54 

23.27 

22.34 

19.50 
Appendix 2D. Open-hole and discrete-zone manual water-level measurements in MW105R.

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch s

referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertical Datum of 1988 (NAVD 8

square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. FZ, frozen. , missing head data]

Date Time

8/9/00 12:00

8/10/00 12:30

8/14/00 8:00

8/25/00 13:00

8/28/00 9:02

9/6/00 15:30

9/18/00 8:35

9/20/00 10:25

9/28/00 12:00

9/29/00 11:28

10/20/00 8:45

10/31/00 12:00

11/2/00 12:24

11/27/00 12:30

12/1/00 12:00

12/11/00 11:56

12/21/00 14:30

1/3/01 11:55

2/13/01 11:59

2/28/01 12:00

3/14/01 11:35

3/19/01 7:50

4/5/01 13:21

4/20/01 11:08

4/26/01 12:00

5/1/01 10:44

5/16/01 12:55

6/4/01 12:00

6/8/01 12:30

6/25/01 11:12

7/10/01 10:53

7/24/01 15:08

8/13/01 10:52

8/30/01 14:00

MW105R*

Depth Elev.

11.59 554.20

..

..

..

..

..

..

..

..

..

..

..

..

..

..

..

..

..

..

.. .

..

..

..

..

..

..

--

Z1* 

(553.8-51 1.3 ft)

Depth Elev.

-

20.03 545.76

11.17

11.65 554.14

11.89 553.90

12.29 553.50

12.21 553.58

11.51 554.28

..

11.85 553.94

12.69 553.10

..

13.07 552.72

11.47 554.32

..

11.63 554.16

9.71 556.08

10.37 555.42

9.95 555.84

..

9.09 556.70

..

7.95 557.84

8.59 557.20

-

9.20 556.59

10.15 555.64

..

9.51 556.28

8.96 556.83

10.53 555.26

11.86 553.93

13.12 552.67

13.22 552.57

Z1 

(553.8-51 1.3 ft)

Depth Elev.

-

-

-

..

12.2 553.62

..

..

11.80 554.02

12.7 553.12

..

13.08 552.74

11.49 554.33

..

11.65 554.17

9.72 556.10

10.38 555.44

9.97 555.85

..

9.11 556.71

853 557.29

-

-

-

..

..

..

"

..

..

..

..

13.19 552.63

Z2 

(509.3-495.8 ft)

Depth Elev.

~

10.37 555.54

10.71 555.20

11.20 554.71

11.45 554.46

11.80 554.11

11.90 554.01

1 1.08 554.83

11.60 554.31

11.58 554.33

12.46 553.45

13.03 552.88

12.93 552.98

11.81 554.10

..

11.88 554.03

10.05 555.86

10.54 555.37

10.43 555.48

9.93 555.98

9.67 556.24

..

838 557.53

8.92 556.99

9.21 556.70

9.43 556.48

10.27 555.64

953 556.38

9.72 556.19

9.29 556.62

10.59 555.32

11.76 554.15

12.36 553.55

12.88 553.03

Z3 

(493.8-485.8 ft)

Depth Elev.

-

11.12 554.79

11.39 554.52

11.84 554.07

12.12 553.79

12.44 553.47

12.45 553.46

11.67 554.24

12.16 553.75

12.13 553.78

12.92 552.99

13.34 552.57

13.35 552.56

12.20 553.71

..

12.22 553.69

10.15 555.76

10.69 555.22

10.58 555.33

10.07 555.84

9.80 556.11

..

8.49 557.42

9.05 556.86

9.31 556.60

9.57 556.34

10.36 ' 555.55

..

9.84 556.07

9.38 556.53

10.69 555.22

11.88 554.03

12.66 553.25

13.01 552.90

Z4 

(483.8-459.8 ft)

Depth Elev.

~

11.97 553.94

12.21 553.70

12.80 553.11

12.99 552.92

13.43 552.48

13.75 552.16

13.33 552.58

13.94 551.97

13.89 552.02

14.41 551.50

14.73 551.18

14.72 551.19

14.10 551.81

14.02 551.89

13.74 552.17

10.98 554.93

11.51 554.40

11.35 554.56

10.82 555.09

10.58 555.33

9.79 556.12

8.85 557.06

9.57 556.34

9.73 556.18

10.39 555.52

11.35 554.56

. 10.68 555.23

10.74 555.17

10.13 555.78

11.58 554.33

12.80 553.11

13.75 552.16

14.27 551.64

Z

(457.8-4

Depth 

~

11.97 

12.21 

12.80 

12.99 

13.40 

13.76 

13.37 

13.76 

14.12 

14.44 

14.74 

14.75 

14.17 

14.61 

13.84 

11.33 

11.90 

11.89 

11.42 

11.25 

10.24 

9.07 

9.89 

10.45 

10.65 

11.80 

11.28 

11.28 

10.55 

12.27 

13.59 

14.82 

15.19 
Appendix 2D. Open-hole and discrete-zone manual water-level measurements in MW105R. Continued

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch 

referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertical Datum of 1988 (NAVD 

square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. FZ, frozen. , missing head data]

Date Time

9/11/01 14:12

9/27/01 12:30

10/2/01 13:42

10/9/01 11:51

10/30/01 10:21

11/15/01 10:28

11/29/01 10:07

12/21/01 11:00

1/16/02 12:12

2/7/02 9:55

2/21/02 12:25

3/28/02 11:57

4/18/02 10:51

5/7/02 13:42

5/30/02 15:00

6/18/02 11:55

7/10/02 11:00

8/21/02 12:34

9/24/02 15:20

10/28/02 14:07

11/26/02 14:21

MW105R*

Depth Elev.

-

..

-.

..

..

..

-

..

-

-

..

..

..

..

-

..

..

-

-

Z1* 

(553.8-51 1.3 ft)

Depth Elev.

14.18 551.61

13.26 552.53

14.02 551.77

14.95 550.84

15.25 550.54

15.45 550.34

14.11 551.68

13.20 552.59

12.12 553.67

11.90 553.89

9.49 556.30

9.74 556.05

9.41 556.38

9.28 556.51

9.41 556.38

11.78 554.01

14.58 551.21

15.35 550.44

13.61 552.18

10.79 555.00

Z1 

(553.8-51 1.3 ft)

Depth Elev.

..

-

..

-

-

..

..

 

..

-

..

-

..

-

..

..

-

..

..

-

22 

(509.3-495.8 ft)

Depth Elev.

13.78 552.13

13.24 552.67

13.88 552.03

14.77 551.14

15.07 550.84

15.28 550.63

14.25 551.66

13.44 552.47

12.48 553.43

12.20 553.71

10.20 555.71

10.30 555.61

10.09 555.82

9.71 556.20

9.72 556.19

11.61 554.30

14.27 551.64

14.88 551.03

13.48 552.43

11.02 554.89

Z3 

(493.8-485.8 ft)

Depth Elev.

14.29 551.62

13.68 552.23

-

14.29 551.62

15.11 550.80

15.38 550.53

15.51 550.40

14.35 551.56

13.56 552.35

12.70 553.21

12.41 553.50

10.37 555.54

10.65 555.26

10.42 555.49

10.18 555.73

10.24 555.67

11.98 553.93

14.70 551.21

15.45 550.46

13.97 551.94

11.52 554.39

Z4 

(483.8-459.8 ft)

Depth Elev.

15.77 550.14

15.48 550.43

..

15.79 550.12

16.16 549.75

16.32 549.59

16.47 549.44

15.72 550.19

14.94 550.97

14.15 551.76

13.86 552.05

11.67 554.24

11.50 554.41

11.87 554.04

10.71 555.20

10.91 555.00

12.96 552.95

15.58 550.33

16.45 549.46

15.47 550.44

12.62 553.29

(457.8

Depth 

15.85 

15.70 

..

16.07 

16.69 

16.84 

17.00 

16.38 

15.70 

14.83 

14.54 

12.48 

11.70 

12.57 

10.94 

11.27 

13.52 

16.16 

16.88 

16.11 

13.33 
Appendix 2E. Open-hole and discrete-zone manual water-level measurements in MW109R.

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch 

measurements referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertical Datum o

pounds force per square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. L, low pressure. FZ, frozen. --, missing head data]

Date Time

5/4/00 11:10

5/4/00 15:30

5/5/00 10:30

5/5/00 13:00

5/5/00 15:15

5/9/00 11:15

5/11/00 11:25

5/15/00 9:50

5/24/00 10:35

6/5/00 10:55

6/12/00 11:50

6/15/00 10:45

6/20/00 13:20

6/27/00 7:40

7/7/00 8:40

7/21/00 10:00

8/1/00 13:37

8/8/00 10:50

8/28/00 10:15

9/20/00 10:45

10/20/00 8:15

11/2/00 12:44

11/27/00 13:45

12/11/00 12:50

12/18/00 11:45

12/21/00 10:25

1/3/01 12:10

1/30/01 12:00

2/1/01 15:55

2/13/01 9:55

3/14/01 8:50

4/5/01 10:25

4/20/01 9:25

5/1/01 12:10

MW109R*

Depth Elev.

9.91 572.50

..

..

..

..

..

..

-

..

-

_

-

-

..

..

..

-

..

..

..

..

..

..

..

..

-

-

Z1 

(562.3-547.3 ft)

Depth Elev.

..

~

'9.79 572.62

7.97 574.44

7.97 574.44

7.99 574.42

7.95 574.46

8.20 574.21

8.25 574.16

9.42 572.99

8.97 573.44

9.25 573.16

9.93 572.48

11.09 571.32

12.22 570.19

14.75 567.66

15.57 566.84

16.22 566.19

17.87 564.54

35.00 547.41

19.57 562.84

20.63 561.78

21.23 561.18

20.67 561.74

19.65 562.76

17.40 565.01

16.69 565.72

..

17.75 564.66

16.96 565.45

12.71 569.70

6.74 575.67

7.54 574.87

8.64 573.77

Z2 

(545.3-533.3 ft)

Depth Elev.

9.40 573.37

9.79 572.98

10.91 571.86

11.08 571.69

11.89 570.88

11.87 570.90

12.17 570.60

12.04 570.73

13.07 569.70

12.62 570.15

12.81 569.96

13.42 569.35

14.33 568.44

15.05 567.72

16.82 565.95

17.42 565.35

17.97 564.80

19.53 563.24

20.63 562.14

21.59 561.18

22.15 560.62

22.62 560.15

22.79 559.98

21.90 560.87

20.45 562.32

19.29 563.48

19.75 563.02

19.89 562.88

18.89 563.88

15.82 566.95

..

11.49 571.28

12.27 570.50

Z3 

(531 .3-514.3 ft)

Depth Elev.

..

' 10.55 572.22

10.80 571.97

11.21 571.56

10.92 571.85

12.19 570.58

12.15 570.62

12.44 570.33

12.29 570.48

13.30 569.47

12.85 569.92

13.04 569.73

13.63 569.14

14.53 568.24

15.21 567.56

16.95 565.82

17.52 565.25

18.07 564.70

19.62 563.15

20.72 562.05

21.69 561.08

22.25 560.52

22.72 560.05

22.88 559.89

22.02 560.75

20.58 562.19

19.42 563.35

20.08 562.69

20.02 562.75

19.02 563.75

15.98 566.79'

11.12 571.65

11.69 571.08

12.47 570.30

Z4 

(51 2.3-489.3 ft)

Depth Elev.

..

10.39 572.38

10.60 572.17

11.14 571.63

11.10 571.67

12.11 570.66

12.08 570.69

12.36 570.41

12.22 570.55

13.24 569.53

12.79 569.98

12.98 569.79

13.57 569.20

14.48 568.29

15.16 567.61

16.90 565.87

17.51 565.26

18.03 564.74

19.58 563.19

20.68 562.09

21.65 561.12

22.22 560.55

22.69 560.08

22.82 559.95

21.97 560.80

20.53 562.24

19.38 563.39

20.20 562.57

19.98 562.79

18.93 563.84

15.92 566.85

11.05 571.72

11.64 571.13

12.41 570.36

Z5 

(487.3-455.3 ft)

Depth Elev.

..

10.31 572.46

10.54 572.23

11.15 571.62

11.15 571.62

12.10 570.67

..

12.35 570.42

12.21 570.56

13.23 569.54

12.77 570.00

12.96 569.81

13.56 569.21

14.46 568.31

15.15 567.62

16.90 565.87

17.49 565.28

18.03 564.74

19.58 563.19

20.69 562.08

21.65 561.12

22.21 560.56

22.68 560.09

22.83 559.94

22.00 560.77

20.55 562.22

19.37 563.40

20.14 562.63

19.95 562.82

18.96 563.81

15.92 566.85

..

11.64 571.13

12.41 570.36

p

N

2

2

2

2

2

2

2

2

2

2

2

2

2

N

N

N

N

N

N

N

N

N
Appendix 2E. Open-hole and discrete-zone manual water-level measurements in MW109R. Continued

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch 

measurements referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertical Datum o

pounds force per square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. L, low pressure. FZ, frozen. , missing head data]

Date Time

5/16/01 10:30

6/4/01 8:50

6/25/01 11:53

7/10/01 9:10

7/24/01 14:52

8/13/01 8:53

9/11/01 13:40

9/20/01 9:52

9/27/01 9:54

10/9/01 9:50

10/30/01 8:45

11/15/01 10:42

11/29/01 9:42

12/6/01 14:05

12/13/01 10:00

1/14/02 10:17

1/31/02 10:45

2/21/02 11:31

3/26/02 10:12

4/18/02 9:52

5/7/02 9:35

6/18/02 12:20

8/22/02 13:30

9/26/02 8:40

10/28/02 13:24

11/26/02 13:58

MW109R*

Depth Elev.

-

..

-

-

-

..

..

..

..

..

-

..

-

-

..

-

-

..

..

..

-

Z1 

(562.3-547.3 ft)

Depth Elev.

10.66 571.75

10.85 571.56

10.17 572.24

13.07 569.34

15.74 566.67

18.39 564.02

20.08 562.33

20.94 561.47

21.55 560.86

22.48 559.93

23.08 559.33

23.57 558.84

23.71 558.70

23.93 558.48

23.93 558.48

23.60 558.81

23.06 559.35

18.57 563.84

16.76 565.65

16.14 566.55

10.83 571.86

19.19 563.50

21.67 561.02

22.35 560.34

20.53 562.16

Z2 

(545.3-533.3 ft)

Depth Elev.

13.92 568.85

13.79 568.98

13.61 569.16

15.55 567.22

17.58 565.19

19.76 563.01

21.56 561.21

..

22.15 560.62

22.66 560.11

23.53 559.24

24.02 558.75

24.46 558.31

..

24.72 558.05

24.72 558.05

24.32 558.45

24.00 558.77

21.74 561.03

19.35 563.42

18.49 564.28

14.39 568.38

20.90 561.87

22.77 560.00

23.17 559.60

21.57 561.20

Z3 

(531 .3-51 4.3 ft)

Depth Elev.

14.13 568.64

13.94 568.83

13.80 568.97

15.68 567.09

17.68 565.09

19.84 562.93

21.54 561.23

22.17 560.60

22.65 560.12

23.54 559.23

24.02 558.75

24.46 558.31

24.59 558.18

24.72 558.05

24.74 558.03

24.33 558.44

24.02 558.75

21.85 560.92

19.48 563.29

18.60 564.17

14.55 568.22

20.94 561.83

22.80 559.97

..

21.59 561.18

Z4 

(51 2.3-489.3 ft)

Depth Elev.

14.03 568.74

13.90 568.87

13.75 569.02

15.66 567.11

17.61 565.16

19.80 562.97

21.55 561.22

..

22.17 560.60

22.66 560.11

23.52 559.25

24.06 558.71

24.47 558.30

24.58 558.19

24.75 558.02

24.28 558.49

24.00 558.77

21.78 560.99

19.40 563.37

18.57 564.20

14.49 568.28

20.89 561.88

22.78 559.99

23.20 559.57

21.57 561.20

Z5 

(487.3-455.3 ft)

Depth Elev.

14.04 568.73

13.92 568.85

13.72 569.05

15.68 567.09

17.60 565.17

19.80 562.97

21.54 561.23

-

22.18 560.59

22.65 560.12

23.50 559.27

24.01 558.76

24.48 558.29

24.59 558.18

24.74 558.03

..

..

24.00 558.77

21.78 560.99

..

-

14.48 568.29

20.91 561.86

22.80 559.97

-

-

p

N

N

N

N

N

N

N

N

2
Appendix 2F. Open-hole and discrete-zone manual water-level measurements in MW121R.

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced

to 6-inch steel casing. All other measurements referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above

North American Vertical Datum of 1988 (NAVD 88). Packer pressure in pounds force per square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated.

L, low pressure. FZ, frozen. , missing head data]

Date Time

4/18/00 12:00

4/20/00 12:00

4/29/00 14:45

5/5/00 15:40

5/9/00 12:50

5/11/00 11:50

5/15/00 10:25

5/24/00 11:10

6/5/00 11:20

6/12/00 12:10

6/15/00 9:40

6/20/00 13:15

6/26/00 12:00

6/27/00 8:10

7/7/00 9:05

7/21/00 10:15

8/1/00 13:55

8/8/00 10:00

8/17/00 12:00

8/28/00 9:55

9/6/00 14:15

9/20/00 10:15

9/28/00 12:00

9/29/00 1 1 :00

10/20/00 8:35

10/31/00 12:00

11/2/00 12:01

11/27/00 13:09

12/11/00 12:32

12/18/00 12:20

12/21/00 14:11

1/3/01 11:28

2/13/01 12:27

MW121R*

Depth Elev.

20.00 568.82

..

..

..

..

..

-

-

..

..

..

..

..

..

-

..

..

..

..

..

..

~

-

Z1* 

(577.8-533.3 ft)

Depth Elev.

-

15.45 573.37

13.61

15.11 573.71

15.75 573.07

15.92 572.90

16.19 572.63

15.56 573.26

17.08 571.74

15.78 573.04

16.22 572.60

17.47 571.35

..

18.74 570.08

19.21 569.61

20.71 568.11

20.65 568.17

21.01 567.81

-

22.67 566.15

23.12 565.70

23.29 565.53

..

23.06 565.76

24.10 564.72

..

24.35 564.47

23.26 565.56

22.58 566.24

21.02 . 567.80

15.94 572.88

17.22 571.60

17.18 571.64

Z1 

(577.8-533.3 ft)

Depth Elev.

19.19 570.01

15.87 573.33

13.65 575.55

15.50 573.70

16.13 573.07

16.30 572.90

16.56 572.64

15.93 573.27

17.43 571.77

16.13 573.07

' 16.57 572.63

17.84 571.36

18.83 570.37

19.12 570.08

19.59 569.61

21.08 568.12

21.02 568.18

21.39 ' 567.81

21.18 568.02

23.06 566.14

23.45 565.75

23.65 565.55

23.40 565.80

23.34 565.86

24.46 564.74

24.36 564.84

24.75 564.45

23.64 565.56

22.95 566.25

21.37 567.83

16.32 572.88

17.57 571.63

17.56 571.64

Z2 

(531. 3-461 .8 ft)

Depth Elev.

20.88 568.32

21.29 567.91

20.33 568.87

21.00 568.20

21.27 567.93

21.18 568.02

21.46 567.74

21.14 568.06

21.96 567.24

21.40 567.80

21.51 567.69

21.97 567.23

21.02 568.18

22.66 566.54

22.87 566.33

23.51 565.69

23.03 566.17

23.70 565.50

23.44 565.76

25.05 564.15

25.37 563.83

25.01 564.19

25.30 563.90

25.23 563.97

26.13 563.07

..

27.42 561.78

24.91 564.29

24.51 564.69

25.98 563.22

21.22 567.98

21.75 567.45

21.57 567.63

Packer Packer 

pressure condition

30 I

21 I

0 L

16 . I

16 I

14 I

22 I

20 I

16 I

16 I

30 I

24 I

NR NR

22 I

22 I

20 I

20 I

20 I

NR NR

20 I

19 I

18 I

NR NR

18 I

16 I

NR NR

16 I

10 I

8 I

13 I

5 L

NR FZ

NR FZ
Appendix 2F. Open-hole and discrete-zone manual water-level measurements in MW121R. Continued

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced

to 6-inch steel casing. All other measurements referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above

North American Vertical Datum of 1988 (NAVD 88). Packer pressure in pounds for.ce per square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated.

L, low pressure. FZ, frozen. , missing head data]

Date Time

2/28/01 12:00

3/14/01 11:50

4/5/01 14:09

4/20/01 11:22

5/1/01 10:20

5/16/01 14:25

6/4/01 12:00

6/8/01 11:37

6/25/01 11:27

7/10/01 11:13

7/24/01 15:28

8/13/01 11:15

9/11/01 14:33

9/27/01 12:58

10/2/01 13:59

10/9/01 12:06

10/30/01 10:33

11/15/01 9:46

11/29/01 10:22

12/27/01 10:53

1/16/02 12:45

2/7/02 9:15

2/21/02 13:06

3/28/02 13:18

4/16/02 9:50

5/7/02 14:52

5/30/02 13:50

6/18/02 11:05

8/22/02 12:54

9/26/02 11;46

10/28/02 15:02

MW121R*

Depth Elev.

..

..

..

..

..

..

-

..

..

..

-

..

-

-.

..

-

..

..

-

..

-

-

-

..

..

-

--

Z1* 

(577.8-533.3 ft)

Depth Elev.

16.86 571.96

13.28 575.54

15.19 573.63

16.63 572.19

18.57 570.25

17.71 571.11

16.34 572.48

19.64 569.18

21.94 566.88

24.26 564.56

25.70 563.12

25.59 563.23

..

26.01 562.81

26.91 561.91

27.35 561.47

27.70 561.12

26.76 562.06

26.11 562.71

24.72 564.10

24.08 564.74

18.22 570.60

17.17 571.65

16.04 572.78

16.47 572.35

16.86 571.96

25.11 563.71

26.48 562.34

25.77 563.05

Z1 

(577.8-533.3 ft)

Depth Elev.

16.87 572.33

17.21 571.99

13.65 575.55

15.52 573.68

17.01 572.19

18.95 570.25

19.09 570.11

18.07 571.13

16.69 572.51

20.00 569.20

22.31 566.89

24.65 564.55

25.98 563.22

25.94 563.26

-.

26.41 562.79

27.33 561.87

27.76 561.44

28.13 561.07

27.19 562.01

26.52 562.68

25.10 564.10

24.48 564.72

18.66 570.54

17.45 571.75

16.45 572.75

16.87 572.33

17.25 571.95

25.53 563.67

26.89 562.31

26.19 563.01

22 

(531. 3-461 .8 ft)

Depth Elev.

21.15 568.05

20.94 568.26

19.45 569.75

20.40 568.80

21.02 568.18

22.33 566.87

21.47 567.73

21.78 567.42

21.12 568.08

22.98 566.22

24.80 564.40

26.39 562.81

27.62 561.58

27.28 561.92

..

27.84 561.36

28.76 560.44

29.13 560.07

29.48 559.72

27.77 561.43

27.16 562.04

26.09 563.11

25.49 563.71

22.21 566.99

21.68 567.52

21.36 567.84

21.28 567.92

21.34 567.86

27.52 561.68

28.53 560.67

27.13 562.07

Packer Packer 

pressure condition

NR FZ

NR FZ

15 I

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

11 I

18 I

18 I

15 I

12 I

12 I

14 I

13 I

11 I

13 I

0 L

17 I

9 I

26 I

22 I

20 I

12 I

23 I

20 I
Appendix 2G. Open-hole and discrete-zone manual water-level measurements in MW122R.

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch s

All other measurements referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertical 

(NAVD 88). Packer pressure in pounds force per square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. L, low pressure. FZ, frozen. --, missing head data

Date Time

7/27/00 16:55

7/27/00 18:40

8/1/00 12:58

8/8/00 10:10

8/17/00 12:00

8/28/00 11:08

9/6/00 15:45

9/20/00 10:00

9/28/00 12:00

9/29/00 10:50

10/20/00 9:15

1 1/2/00 1 1 :48

11/27/00 10:54

12/1/00 12:00

12/11/00 11:05

12/21/00 11:33

1/3/01 10:45

2/1/01 16:42

2/13/01 11:45

3/14/01 10:35

3/16/01 11:40

4/5/01 12:16

4/20/01 10:21

5/1/01 11:48

5/16/01 11:40

6/4/01 10:37

6/25/01 10:33

7/10/01 10:16

7/24/01 10:59

8/13/01 9:56

8/30/01 12:00

9/11/01 11:25

9/27/01 11:45

10/9/01 11:07

MW122R*

Depth Elev.

14.25 567.15

..

..

..

..

-

-

-

..

..

-

-.

-

-

..

-

-

-

-

..

-

..

..

..

-

-

-

..

-

..

-

..

..

--

zr

(569.9-522.9 ft)

Depth Elev.

--

13.36 568.04

13.43

14.21 567.19

..

17.8 -999.00

..

15.11 566.29

..

15.75 565.65

17.11 564.29

17.53 563.87

15.53 565.87

-

15.37 566.03

10.36 571.04

11.03 570.37

11.07 570.33

10.88 570.52

9.75 571.65

9.82 571.58

7.55 573.85

8.90 572.50

9.93 571.47

11.98 569.42

10.04 571.36

10.18 571.22

13.04 568.36

14.98 566.42

17.55 563.85

17.93 563.47

18.45 562.95

17.66 563.74

18.20 563.20

Z1 

(569.9-522.9 ft)

Depth Elev.

13.71 568.05

13.80 567.96

14.57 567.19

14.43 567.33

16.13 565.63

16.62 565.14

15.43 566.33

16.02 565.74

16.07 565.69

17.43 564.33

17.86 563.90

15.87 565.89

15.62 566.14

15.61 566.15

10.68 571.08

11.35 570.41

11.37 570.39

11.20 570.56

10.07 571.69

..

7.85 573.91

9.22 572.54

10.25 571.51

12.31 569.45

10.35 571.41

10.49 571.27

13.38 568.38

15.31 566.45

17.89 563.87

..

17.97 563.79

18.52 563.24

Z2

(520.9-51 1.4 ft)

Depth Elev.

..

14.37 567.39

15.87 565.89

14.93 566.83

14.47 567.29

16.44 565.32

16.59 565.17

15.58 566.18

16.22 565.54

16.26 565.50

17.56 564.20

17.99 563.77

16.07 565.69

15.43 566.33

15.93 565.83

12.46 569.30

13.42 568.34

12.69 569.07

12.70 569.06

11.97 569.79

11.88 569.88

10.22 571.54

11.50 570.26

12.35 569.41

13.82 567.94

12.47 569.29

12.54 569.22

14.63 567.13

16.33 565.43

17.90 563.86

18.25 563.51

19.02 562.74

18.33 563.43

18.94 562.82

Z3 

(509.4-454.4 ft)

Depth Elev.

..

13.73 568.03

13.80 567.96

14.57 567.19

14.43 567.33

16.13 565.63

16.62 565.14

15.44 566.32

16.01 565.75

16.08 565.68

17.44 564.32

17.86 563.90

15.87 565.89

15.66 566.10

15.62 566.14

10.67 571.09

11.35 570.41

11.39 570.37

11.20 570.56

10.07 571.69

-

7.84 573.92

9.22 572.54

10.26 571.50

12.35 569.41

10.37 571.39

10.52 571.24

13.39 568.37

15.28 566.48

17.91 563.85

17.95 563.81

18.68 563.08

17.94 563.82

18.55 563.21

Packer Packer 

pressure condition

NR NA

24 I

12 I

13 I

NR NR

6 I

15 I

22 I

NR NR

22 I

20 I

20 I

8 I

NR NR

16 I

NR FZ

NR FZ

NR FZ

NR FZ

NR FZ

NR FZ

17 ' I

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

25 I

23 I

18 I
Appendix 2G. Open-hole and discrete-zone manual water-level measurements in MW122R. Continued

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch 

All other measurements referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertica

(NAVD 88). Packer pressure in pounds force per square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. L, low pressure. FZ, frozen. , missing head data

Date Time

10/11/01 13:52

10/30/01 9:48

11/15/01 11:55

11/27/00 10:54

11/29/01 11:58

12/11/00 11;05

12/13/01 11:32

1/14/02 12:37

1/30/02 10:20

2/7/02 10:52

2/28/02 12:03

3/6/02 9:33

3/28/02 10:29

4/16/02 10:42

5/2/02 12:05

5/7/02 12:08

6/18/02 13:59

7/10/02 13:55

7/12/02 9:32

8/21/02 13:52

9/24/02 14:11

10/28/02 12:10

11/19/02 14:35

11/26/02 13:00

MW122R*

Depth Elev.

-

..

..

..

-

..

..

..

..

..

..

..

-

..

-

..

..

-

Z1* 

(569.9-522.9 ft)

Depth Elev.

18.29 563.11

19.08 562.32

19.59 561.81

..

19.92 561.48

15.37 566.03

19.91 561.49

17.24 564.16

..

16.04 565.36

15.32 566.08

14.08 567.32

10.41 570.99

10.33 571.07

..

9.84 571.56

10.08 571.32

..

15.20 566.20

18.08 563.32

18.84 562.56

16.95 564.45

13.78 567.62

13.92 567.48

Z1 

(569.9-522.9 ft)

Depth Elev.

18.60 563.16

19.42 562.34

19.93 561.83

15.87 565.89

20.25 561.51

15.61 566.15

20.23 561.53

17.56 564.20

16.78 564.98

16.35 565.41

15.64 566.12

14.46 567.30

10.70 571.06

10.57 571.19

10.15 571.61

10.41 571.35

14.73 567.03

15.48 566.28

18.44 563.32

19.19 562.57

17.29 564.47

14.11 567.65

14.27 567.49

22 

(520.9-51 1.4 ft)

Depth Elev.

19.01 562.75

19.90 561.86

20.57 561.19

16.07 565.69

20.67 561.09

15.93 565.83

20.65 561.11

17.97 563.79

17.38 564.38

16.80 564.96

16.41 565.35

15.25 ' 566.51

12.60 569.16

13.17 568.59

12.56 569.20

10.70

15.87 565.89

18.87 562.89

19.62 562.14

17.82 563.94

14.86 566.90

14.92 '566.84

Z3 

(509.4-454.4 ft)

Depth Elev.

18.61 563.15

19.43 562.33

19.94 561.82

15.87 565.89

20.27 561.49

15.62 566.14

20.23 561.53

17.55 564.21

16.78 564.98

16.32 565.44

15.63 566.13

14.43 567.33

10.71 571.05

10.56 571.2

10.15 571.61

10.42 571.34

14.75 567.01

15.48 566.28

18.43 563.33

19.20 562.56

17.29 564.47

14.11 567.65

14.27 567.49

Packer Packer 

pressure condition

.17 .1

17 I

16 I

8 I

14 I

16 I

13 I

13 I

NR NR

15 I

NR FZ

NR FZ

NR FZ

0 L

0 L

17 I

11 I

20 I

17 I

13 I

22 I

17 I

11 I

11 I
Appendix 2H. Open-hole and discrete-zone manual water-level measurements in MW201R.

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. FLOW indicates head above measuring point

to 6-inch steel casing. All other measurements referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above No

(NAVD 88). Packer pressure in pounds force per square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. L, low pressure. FZ, frozen. --, missing head data

Date Time

6/22/00 12:00

6/24/00 12:00

6/26/00 8:30

8/16/00 10:00

8/17/00 12:00

8/21/00 9:00

8/25/00 12:00

8/29/00 8:32

8/31/00 11:10

9/5/00 10:03

9/7/00 9:40

9/8/00 10:00

9/27/00 13:30

10/31/00 12:00

11/27/00 14:15

12/1/00 12:00

12/8/00 11:37

1/3/01 12:41

1/30/01 12:00

2/2/01 9:26

2/13/01 9:36

2/28/01 12:00

3/29/01 16:25

3/29/01 16:25

3/29/01 17:33

4/5/01 10:42

4/6/01 10:35

4/10/01 12:00

4/20/01 10:56

4/24/01 13:34

5/1/01 12:36

5/16/01 13:13

6/8/01 12:02

7/10/01 11:50

MW201R*

Depth Elev. Flow

2.15 552.07

1.00 553.22

1.00 553.22

1.75 552.47

1.64 552.58

2.00 552.22

2.74 551.48

2.79 551.43

2.87 551.35

2.59 551.63

2.99 551.23

2.82 551.40

2.64 551.58

4.03 550.19

1.44 552.78

3.20 551.02

3.18 551.04

1.31 552.91

1.98 552.24

1.94 552.28

1.36 552.86

1.10 553.12

0.00 554.22 FLOW

0.00 554.22 FLOW

..

..

..

-

..

-

..

..

--

Z1* 

(539.0-505.2 ft)

Depth Elev. Flow

-

..

-

..

..

..

..

..

..

-

..

..

..

0.00 554.22 FLOW

0.00 554.22 FLOW

0.00 554.22 FLOW

0.00 554.22 FLOW

0.07 554.15

0.43 553.79

0.90 553.32

1.95 552.27

1.55 552.67

2.37 551.85

Z1 

(539.0-505.2 ft)

Depth Elev. Flow

-

..

-

-

-

..

.. -

..

..

..

- .

-

..

-

-

-

-

-

..

..

..

0.32 554.22

0.32 554.22

0.32 554.22

0.32 554.22

0.39 554.15

0.75 553.79

1.21 553.33

2.23 552.31

1.85 552.69

2.72 551.82

Z2 

(503.2-485.2 ft)

Depth Elev. Flow

~

..

..

..

-

..

..

..

..

..

..

..

..

..

..

..

..

0.00 554.68 FLOW

0.00 554.68 FLOW

0.00 554.68 FLOW

0.00 554.68 FLOW

0.00 554.68 FLOW

0.00 554.68 FLOW

0.00 554.68 FLOW

1.13 553.55

0.48 554.20

1.49 553.19

Z3 

(483.2-465.2 ft)

Depth Elev. Flow

--

..

..

..

-

..

. 

..

..

..

-

..

..

..

..

..

..

..

-

-

..

..

..

0.00 554.68 FLOW

0.00 554.68 FLOW

0.00 554.68 FLOW

0.00 554.68 FLOW

0.00 554.68 FLOW

0.00 554.68 FLOW

0.14 554.54 FLOW

1.30 553.38

0.75 553.93

1.66 553.02

(4

Depth 

-

..

..

..

..

..

..

-

..

..

..

..

..

..

..

..

..

..

..

0.00 

0.00 

0.00 

0.00 

0.00 

0.30 

1.26 

1.68 

3.90 

4.22 
Appendix 2H. Open-hole and discrete-zone manual water-level measurements in MW201R. Continued

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. FLOW indicates head above measuring poin

to 6-inch steel casing. All other measurements referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above N

(NAVD 88). Packer pressure in pounds force per square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. L, low pressure. FZ, frozen. --, missing head data

Date Time

7/24/01 16:00

8/13/01 11:42

9/27/01 13:29

10/9/01 9:30

10/30/01 11:02

11/1/01 9:15

11/15/01 9:14

11/29/01 9:23

12/27/01 10:30

1/14/02 9:55

2/7/02 1 1 :59

2/21/02 11:06

3/26/02 9:50

4/18/02 11:25

5/2/02 10:58

5/16/02 15:00

5/30/02 13:25

6/18/02 10:45

8/22/02 13:59

9/26/02 12:09

10/28/02 15:33

MW201R*

Depth Elev. Flow

..

..

..

-

-

-

-

..

-

..

-

..

-

-

-

..

-

..

..

--

Z1* 

(539.0-505.2 ft)

Depth Elev. Flow

3.63 550.59

4.62 549.6

5.44 548.78

5.82 548.4

6.12 548.1

6.34 547.88

6.41 547.81

6.51 547.71

5.43 548.79

5.3 548.92

4.47 549.75

4.17 550.05

2.79 551.43

1.87 552.35

1.92 552.3

1.05 553.17

1.17 553.05

1.71 552.51

6.27 547.95

6.9 547.32

5.96 548.26

Z1 

(539.0-505.2 ft)

Depth Elev. Flow

3.89 550.65

4.87 549.67

5.72 548.82

6.12 548.42

6.42 548.12

6.62 547.92

6.72 547.82

6.82 547.72

5.74 548.8

5.58 548.96

4.79 549.75

4.46 550.08

3.08 551.46

2.18 552.36

2.22 552.32

1.46 553.08

2.00 552.54

6.57 547.97

7.19 547.35

6.26 548.28

Z2

(503.2-485.2 ft)

Depth Elev. Flow

2.78 551.90

3.98 550.70

4.86 549.82

5.22 549.46

5.93 548.75

5.78 548.90

5.97 548.71

6.08 548.60

5.21 549.47

4.91 549.77

3.96 550.72

3.65 551.03

2.10 552.58

0.92 553.76

0.82 553.86

0.00 554.68 FLOW

0.13 554.55

0.58 554.10

5.45 549.23

6.18 548.50

5.32 549.36

Z3 

(483.2-465.2 ft)

Depth Elev. Flow

2.92 551.76

4.09 550.59

4.95 549.73

5.31 549.37

5.90 , 548.78

5.85 548.83

5.99 548.69

6.14 548.54

5.22 549.46

4.98 549.7

4.02 550.66

3.73 550.95

2.18 552.5

0.98 553.7

0.95 553.73

0.00 554.68 FLOW

0.25 554.43

0.71 553.97

5.54 549.14

6.26 548.42

5.41 549.27

(

Depth 

4.9

5.7

7.9

8.1

5.9

8.1

8.4

8.3

5.3

7.5

6.7

6.2

5.4

4.3

4.0

-

3.9

4.3

8.3

9.1

8.2
Appendix 21. Open-hole and discrete-zone manual water-level measurements in MW202R.

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch 

All other measurements referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertica

(NAVD 88). Packer pressure in pounds force per square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. FZ, frozen. --, missing head data]

Date Time

6/20/00 12:00

8/3/00 20:08

8/4/00 8:25

8/4/00 13:35

8/11/00 12:00

8/16/00 9:29

8/18/00 9:00

8/22/00 12:00

8/28/00 8:24

9/6/00 8:24

9/6/00 12:33

9/7/00 16:48

10/4/00 9:45

10/5/00 10:05

10/31/00 12:00

11/27/00 12:35

12/1/00 12:00

12/8/00 11:19

1/3/01 11:43

1/30/01 12:00

2/2/01 9:05

2/13/01 12:20

2/28/01 12:00

3/29/01 11:32

3/29/01 12:49

4/5/01 14:25

4/20/01 11:31

4/26/01 12:00

5/1/01 7:26

5/16/01 14:17

6/4/01 12:00

6/5/01 12:30

6/25/01 11:35

7/10/01 11:22

MW202R*

Depth Elev.

11.49 570.84

14.85 567.48

14.29 568.04

14.55 567.78

14.90 567.43

14.78 567.55

14.30 568.03

14.95 567.38

15.42 566.91

15.39 566.94

15.11 567.22

15.47 566.86

15.81 566.52

16.15 566.18

17.72 564.61

16.82 565.51

16.42 565.91

15.57 566.76

11.89 570.44

13.09 569.24

12.58 569.75

12.57 569.76

12.17 570.16

8.32 574.01

..

..

..

..

--

..

-

zr

(568.8-545.3 ft)

Depth Elev.

..

..

..

..

..

..

-

..

..

..

..

-

-

..

-

-

-

..

..

..

..

..

4.41 577.92

4.57 577.76

6.48 575.85

..

8.07 574.26

10.44 571.89

..

9.98 572.35

8.53 573.80

11.50 570.83

Z1 

(568.8-545.3 ft)

Depth Elev.

..

..

..

..

..

..

..

..

..

..

-

..

..

-

-

..

-

..

..

-

..

..

..

4.93 577.91

5.09 577.75

6.98 575.86

837 574.47

8.58 574.26

10.96 571.88

10.73 572.11

10.49 572.35

9.02 573.82

12.03 570.81

Z2 

(543.3-483.3 ft)

Depth Elev.

..

..

..

..

..

..

..

..

..

..

..

- .

..

..

..

..

..

..

..

-

-.

-

6.03 576.81

6.91 575.93

8.89 573.95

8.91 573.93

10.61 572.23

13.37 569.47

-

12.93 569.91

12.60 570.24

15.17 567.67

Z3 

(481 .3-455.4 ft)

Depth Elev.

..

..

..

..

-

..

..

-

..

-

..

..

..

..

..

..

..

..

-

..

..

..

12.12 570.72

13.16 569.68

14.25 568.59

15.19 567.65

14.82 568.02

16.26 566.58

-

15.59 567.25

15.03 567.81

17.10 565.74

Packer Packer 

pressure condition

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA . NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

21 I

12 I

7 I

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR
Appendix 21. Open-hole and discrete-zone manual water-level measurements in MW202R. Continued

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch 

All other measurements referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertica

(NAVD 88). Packer pressure in pounds force per square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. FZ, frozen. --, missing head data]

Date Time

7/24/01 15:36

8/13/01 11:24

9/11/01 14:52

9/27/01 13:09

10/9/01 12:15

10/30/01 10:41

11/15/01 10:05

11/29/01 10:35

12/27/01 11:03

1/16/01 12:59

2/7/02 9:28

2/21/02 13:28

2/28/02 14:15

3/28/02 13:30

4/18/02 11:06

5/7/02 15:01

5/30/02 14:02

6/18/02 11:15

6/18/02 11:15

8/22/02 13:03

9/26/02 11:56

10/28/02 15:15

MW202R*

Depth Elev.

-

..

..

..

..

..

..

-

..

-

:.

-

..

..

..

..

-

..

..

-

..

--

Z1* 

(568.8-545.3 ft)

Depth Elev.

13.42 568.91

15.52 566.81

16.99 565.34

17.49 564.84

17.81 564.52

18.43 563.9

18.82 563.51

19.16 563.17

19.11 563.22

18.85 563.48

17.77 564.56

16.91 565.42

16.2 566.13

9.86 572.47

8.55 573.78

7.74 574.59

7.68 574.65

8.20 574.13

8.20 574.13

15.88 566.45

17.68 564.65

18.16 -18.16

Z1 

(568.8-545.3 ft)

Depth Elev.

13.93 568.91

16.06 566.78

17.43 565.41

18.02 564.82

18.33 564.51

18.96 563.88

19.37 563.47

19.7 563.14

19.67 563.17

19.38 563.46

18.3 564.54

17.43 565.41

16.73 566.11

10.36 572.48

9.08 573.76

8.23 574.61

8.18 574.66

8.7 574.14

8.7 574.14

16.42 566.42

18.24 564.6

18.72 564.12

22 

(543.3-483.3 ft)

Depth Elev.

16.87 565.97

18.75 564.09

18.32 564.52

18.65 564.19

19.1 563.74

19.67 563.17

20.04 562.80

20.33 562.51

19.77 563.07

19.49 563.35

18.46 564.38

17.57 565.27

17.71 565.13

12.85 569.99

11.04 571.80

10.38 572.46

10.11 572.73

1057 572.27

1057 572.27

17.57 565.27

19.03 563.81

19.00 563.84

Z3

(481 .3-455.4 ft)

Depth Elev.

19.82 563.02

20.67 562.17

21.79 561.05

21.71 561.13

22.27 560.57

23.15 559.69

23.46 559.38

23.77 559.07

22.25 560.59

21.69 561.15

20.55 562.29

19.9 562.94

19.76 563.08

16.66 566.18

15.85 566.99

15.5 567.34

15.55 567.29

15.55 567.29

15.55 567.29

21.8 561.04

22.75 560.09

21.56 561.28

Packer Packer 

pressure condition

NR NR

NR NR

17 I

14 I

14 I

11 I

13 I

11 I

14 I

12 I

15 I

14 I

8 I

15 I

12 I

23 I

21 I

19 I

19 I

13 I

19 I

16.5 I
Appendix 2J. Open-hole and discrete-zone manual water-level measurements in MW203R.

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch st

All other measurements referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertical 

(NAVD 88). Packer pressure in pounds force per square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. L, low pressure; FZ, frozen. --, missing head data]

Date Time

6/22/00 9:35

6/23/00 9:00

8/15/00 12:20

8/23/00 12:00

8/28/00 12:15

9/11/00 11:11

9/12/00 7:21

9/12/00 8:16

9/12/00 9:36

10/5/00 11:00

10/13/00 11:33

10/31/00 12:00

11/27/00 11:07

12/1/00 12:00

12/8/00 11:03

1/3/01 10:57

1/30/01 12:00

2/1/01 16:45

2/13/01 11:52

2/28/01 12:00

3/20/01 9:40

3/20/01 15:49

3/23/01 9:05

4/5/01 12:37

4/6/01 11:12

4/20/01 10:30

4/26/01 12:00

5/1/01 9:30

5/16/01 11:56

6/4/01 10:50

6/25/01 10:44

7/10/01 10:26

7/24/01 12:30

8/13/01 10:24

MW203R*

Depth Elev.

10.47 566.43

10.56 566.34

13.06 563.84

13.65 563.25

14.06 562.84

14.37 562.53

14.72 562.18

14.72 562.18

14.50 562.40

14.13 562.77

14.62 562.28

15.22 561.68

13.66 563.24

12.79 564.11

13.94 562.96

11.87 565.03

12.79 564.11

11.77 565.13

11.52 565.38 .

11.25 565.65

8.59 568.31

..

-

..

..

..

..

-

-.

-

..

..

~

zr

(562.5-533.9 ft)

Depth Elev.

--

. ..

..

..

..

-

-

..

-

-

..

7.20 569.70

6.29 570.61

6.86 570.04

6.89 570.01

8.28 568.62

9.40 567.50

11.04 565.86

9.65 567.25

9.64 567.26

11.89 565.01

13.50 563.40

13.81 563.09

Z1 

(562.5-533.9 ft)

Depth Elev.

..

..

-

..

-

..

..

-

..

..

-

..

..

..

..

..

-

..

7.73 569.65

6.79 570.59

7.39 569.99

7.39 569.99

8.78 568.60

9.40 567.98

9.93 567.45

11.56 565.82

10.15 567.23

10.15 567.23

12.40 564.98

13.99 563.39

14.33 563.05

Z2 

(531. 9-488.9 ft)

Depth Elev.

..

-

-

-

-

..

..

-

..

..

..

..

..

..

..

-

..

..

-

 ,

-

10.93 566.45

8.45 568.93

8.39 568.99

9.82 567.56

9.93 567.45

12.18 565.20

10.50 566.88

10.38 567.00

12.58 564.80

14.12 563.26

14.47 562.91

Z3 

(486.9-45 1.9 ft)

Depth Elev.

..

-_

..

..

..

..

..

; ..

..

..

..

..

..

..

..

..

..

..

..

..

15.65 561.73

14.38 563.00

14.36 563.02

12.06 565.32

11.27 566.11

11.27 566.11

12.48 564.90

10.66 566.72

10.47 566.91

' 12.64 564.74

14.26 563.12

14.54 562.84

Packer Packer 

pressure conditio

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

20 I

NR NR

34 I

34 I

30 I

NR NR

30 I

27 I

27 I

27 I

26 I

26 I

25 I
Appendix 2J. Open-hole and discrete-zone manual water-level measurements in MW203R. Continued

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch 

All other measurements referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertica

(NAVD 88). Packer pressure in pounds force per square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. L, low pressure; FZ, frozen. , missing head data

Date Time

9/1 1/01 12:04

9/27/01 12:00

10/4/01 9:44

10/9/01 11:18

10/30/01 9:58

11/15/01 12:08

11/29/01 12:25

12/27/01 11:22

1/14/02 13:05

2/7/02 11:15

2/28/02 13:03

3/28/02 11:04

4/16/02 12:05

5/2/02 12:14

5/7/02 12:35

6/8/02 14:35

7/10/02 13:28

8/20/02 0:00

8/20/02 19:07

9/26/02 11:30

10/28/02 12:35

MW203R*

Depth Elev.

--

..

..

..

-

..

..

..

..

..

..

..

..

..

..

-

..

-

zr

(562.5-533.9 ft)

Depth Elev.

15.99 560.91

14.90 562.00

15.10 561.80

15.51 561.39

16.58 560.32

17.08 559.82

17.36 559.54

14.32 562.58

14.80 562.10

14.02 562.88

13.82 563.08

10.85 566.05

11.22 565.68

10.57 566.33

10.51 566.39

9.88 567.02

12.85 564.05

15.43 561.47

15.39 561.51

16.26 560.64

14.31 562.59

Z1 

(562.5-533.9 ft)

Depth Elev.

16.47 560.91

15.43 561.95

15.74 561.64

16.07 561.31

17.13 560.25

17.64 559.74

17.93 559.45

14.85 562.53

15.36 562.02

14.55 562.83

14.36 563.02

11.35 566.03

11.68 565.7

11.07 566.31

11.03 566.35

10.42 566.96

13.33 564.05

16.02 561.36

15.97 561.41

16.83 560.55

14.88 562.5

Z2 

(531 .9-488.9 ft)

Depth Elev.

16.53 560.85

15.46 561.92

20.03 557.35

..

22.78 554.60

23.07 554.31

23.4 553.98

22.24 555.14

..

20.99 556.39

17.05 560.33

18.92 558.46

17.88 559.50

-

17.60 559.78

16.40 560.98

20.82 556.56

20.90 556.48

..

22.79 554.59

22.01 555.37

Z3 

(486.9-451. 9 ft)

Depth Elev.

16.58 560.8

15.50 561.88

22.65 554.73

23.44 553.94

24.26 553.12

24.7 552.68

25.02 552.36

. 23.74 553.64

23.60 553.78

22.73 554.65

21.30 556.08

20.37 557.01

19.55 557.83

..

19.16 558.22

18.53 558.85

20.83 556.55

23.99 553.39

22.48

24.97 552.41

23.83 553.55

Packer Packe

pressure conditi

24 I

. 24 I

12 I

15 I

12 I

11 I

12 I

12 I

10 I

NR FZ

5 L

12 I

11 I

16 I

16 I

14 I

13 I

15 I

NR NR

17 I

15 I
Appendix 2K. Open-hole and discrete-zone manual water-level measurements in MW204R.

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch st

All other measurements referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertical 

(NAVD 88). Packer pressure in pounds force per square inch, ft, feet. NA, not applicable. NR, not recorded. I, inflated. FZ, frozen. , missing head data]

Date Time

8/9/00 9:30

8/14/00 10:00

8/17/00 12:30

8/21/00 9:34

8/22/00 10:47

8/30/00 9:49

8/30/00 12:20

9/11/00 8:45

9/12/00 11:52

10/3/00 10:01

10/10/00 17:35

10/31/00 12:00

11/27/00 11:00

12/1/00 12:00

12/8/00 10:54

1/3/01 10:35

1/30/01 12:00

2/13/01 11:00

2/28/01 12:00

3/23/01 10:45

3/23/01 13:16

4/5/01 12:00

4/6/01 10:52

4/20/01 10:12

5/1/01 11:30

5/16/01 11:29

6/4/01 10:28

6/25/01 10.24

7/10/01 10:02

7/24/01 12:05

8/13/01 9:45

9/11/01 10:55

9/27/01 11:35

10/4/01 9:10

MW204R*

Depth Elev.

6.96 568.38

7.55 567.79

7.35 567.99

8.57 566.77

7.79 567.55

8.98 566.36

8.90 566.44

9.52 565.82

9.09 566.25

8.97 566.37

9.68 565.66

10.83 564.51

7.45 567.89

7.24 568.10

8.07 567.27

5.57 569.77

6.06 569.28

5.00 570.34

4.87 570.47

2.13 573.21

..

..

-

..

~

..

-

..

-

-

-

zr

(562.2-545.3 ft)

Depth Elev.

..

..

..

..

..

..

..

--

..

..

..

..

..

..

..

..

..

..

..

1.43 573.91

2.78 572.56

2.84 572.50

3.84 571.50

4.55 570.79

5.80 569.54

4.36 570.98

4.75 570.59

6.72 568.62

8.65 566.69

9.01 566.33

11.90 563.44

9.61 565.73

10.66 564.68

Z1 

(562.2-545.3 ft)

Depth Elev.

..

..

..

-

..

..

..

..

..

..

..

..

..

..

1.98 573.84

3.29 572.53

3.38 572.44

4.32 571.50

5.07 570.75

6.33 569.49

4.49 571.33

5.26 570.56

7.25 568.57

9.17 566.65

9.54 566.28

12.38 563.44

10.16 565.66

11.21 564.61

Z2 

(543.3-507.3 ft)

Depth Elev.

..

-

-

..

-

-

..

..

..

..

-

..

-

..

..

1.77 574.05

4.89 570.93

4.80 571.02

5.67 570.15

6.26 569.56

7.28 568.54

5.40 570.42

5.61 570.21

7.55 568.27

9.44 566.38

9.87 565.95

12.62 563.2

10.47 565.35

13.29 562.53

Z3 

(505.3-447.6 ft)

Depth Elev.

..

..

..

..

..

-

-

-

-

..

..

..

..

..

..

..

..

1.81 574.01

5.39 570.43

5.25 570.57

6.09 569.73

6.40 569.42

7.31 568.51

5.44 570.38

5.62 570.20

7.57 568.25

9.47 566.35

9.88 565.94

12.64 563.18

10.49 565.33

13.3 562.52

Packer Pack

pressure condit

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

18 I

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

NR NR

10 I
Appendix 2K. Open-hole and discrete-zone manual water-level measurements in MW204R. Continued

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. "Z" means Zone in borehole. * means measurements referenced to 6-inch s

All other measurements referenced to continuous multi-channel tubing. Numbers with parentheses indicates elevation of open zone in feet above North American Vertical 

(NAVD 88). Packer pressure in pounds force per square inch, ft, feet. NA, not applicable. MR, not recorded. I, inflated. FZ, frozen. , missing head data]

Date Time

10/9/01 10:52

10/30/01 9:32

11/15/01 11:43

11/29/01 11:40

12/27/01 11:34

1/14/02 12:21

1/31/02 11:56

2/28/02 11:50

3/28/02 10:16

4/18/02 10:41

5/2/02 11:50

6/18/02 13:45

7/10/02 13:18

8/21/02 10:05

8/21/02 10:27

8/21/02 14:40

9/26/02 11:18

10/28/02 11:58

MW204R*

Depth Elev.

-.

..

..

..

..

..

..

-

-

..

..

..

. -

--.

..

-

~

Z1* 

(562.2-545.3 ft)

Depth Elev.

11.41 563.93

13.04 562.3

13.64 561.7

13.8 561.54

9.79 565.55

9.08 566.26

8.98 566.36

8.01 567.33

4.31 571.03

4.91 570.43

4.06 571.28

4.65 570.69

7.26 568.08

11.28 564.06

11.28 564.06

11.35 563.99

12.51 562.83

9.2 566.14

Z1 

(562.2-545.3 ft)

Depth Elev.

11.99 563.83

13.62 562.2

14.21 561.61

14.38 561.44

10.35 565.47

9.62 566.2

9.50 566.32

8.56 567.26

4.80 571.02

5.44 570.38

4.58 571.24

5.15 570.67

7.74 568.08

11.84 563.98

11.82 564

11.89 563.93

' 13.07 562.75

9.74 566.08

Z2 

(543.3-507.3 ft)

Depth Elev.

13.66 562.16

14.62 561.2

15.02 560.8

15.35 560.47

13.11 562.71

12.77 563.05

12.85 562.97

11.15 564.67

7.53 568.29

8.04 567.78

7.30 568.52

7.54 568.28

10.52 565.3

13.64 562.18

..

..

14.52 561.3

12.67 563.15

Z3 

(505.3-447.6 ft)

Depth Elev.

13.7 562.12

14.65 561.17

15.05 560.77

15.38 560.44

13.13 562.69

12.81 563.01

12.89 562.93

11.16 564.66

7.57 568.25

8.04 567.78

7.35 568.47

7.55 568.27

10.5 565.32

13.64 562.18

12.61

13.65 562.17

14.51 561.31

12.66 563.16

Packer Pack

pressure condi

15 I

11 I

12 I

9 I

13 I

13 I

16 I

13 I

15 I

12 I

18 I

16 I

16 I

NR NR

NR NR

NR NR

18 I

17 I
Appendix 2L Open-hole and discrete-zone manual water-level measurements in MW302R.

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. 

*, means measurements referenced to 8-inch poly vinyl chloride casing]

Date

1/3/01

1/8/01

1/30/01

2/2/01

2/13/01

2/15/01

2/26/01

2/28/01

3/15/01

8/13/01

9/6/01

9/27/01

10/9/01

10/17/01

10/18/01

10/30/01

11/15/01

11/28/01

11/29/01

12/27/01

1/15/02

2/7/02

2/21/02

3/6/02

3/28/02

4/18/02

5/7/02

5/30/02

6/18/02

7/31/02

8/22/02

9/24/02

10/28/02

11/26/02

Time

11:50

11:10

12:00

9:14

12:14

10:50

9:55

12:00

12:25

11:07

11:00

13:19

12:27

8:44

9:20

10:55

10:20

8:16

10:52

11:13

13:20

9:45

13:37

10:16

12:46

11:17

14:17

14:19

11:26

14:00

13:15

15:53

14:35

14:45

MW302R*

Depth

20.70

20.83

20.92

21.01

20.40

20.33

20.06

22.18

19.62

23.80

24.60

24.68

24.87

25.02

25.03

25.37

25.45

- 25.48

25.61

24.31

23.93

23.13

22.82

22.28

21,02

20.62

20.43

20.25

20.17

22.75

24.87

25.11

23.74

21.38

Elev.

554.96

554.83

554.74

554.65

555.26

556.83

555.60

553.48

557.54

553.36

552.56

552.48

552.29

552.14

552.13

551.79

551.71

551.68

551.55

552.85

553.23

554.03

554.34

554.88

556.14

556.54

556.73

556.91

556.99

554.41

552.29

552.05

553.42

555.78
Appendix 2M. Open-hole and discrete-zone manual water-level measurements in W202NE.

[Depth is depth to water, in feet. Elevation (elev.) is elevation of head, in feet above NAVD 88. 

*, means measurements referenced to 6-inch steel casing]

Date

2/27/01

2/28/01

4/4/01

4/10/01

4/13/01

4/13/01

4/17/01

4/19/01

4/19/01

4/26/01

4/26/01

4/26/01

5/15/01

5/17/01

Time

16:07

15:40

10:30

10:20

9:50

12:29

12:00

11:40

15:11

9:30

14:24

18:27

16:23

17:53

W202NE*

Depth

19.77

19.89

19.01

19.20

19.14

19.39

19.51

19.78

19.60

19.86

20.07

21.73

21.10

18.53

Elev.

522.38

522.26

523.14

522.95

523.01

522.76

522.64

522.37

522.55

522.29

522.08

520.42

521.05

523.62

Appendix 3 99

Appendix 3

Manual and Continuous Water-Level Hydrographs of Boreholes in the 

UConn Landfill Study Area, Storrs, Connecticut

A. Manual and continuous water-level hydrograph of MW101R...........................................100

B. Manual and continuous water-level hydrograph of MW103R........................................... 101

C. Manual and continuous water-level hydrograph of MW104R ...........................................102

D. Manual and continuous water-level hydrograph of MW105R........................................... 103

E. Manual and continuous water-level hydrograph of MW109R............................................ 104

F. Manual and continuous water-level hydrograph of MW122R............................................105
AMERICAN NORTH ABOVE FEET IN HEAD, 

1988 OF DATUM VERTICAL 

cn en -l^

-si

en -^

CD 00

cn 

en 

o

cn 

cn

cn 

cn

cn 

cn

CO

m

N N N N N 

O O O O O 

CO

O

T3 

T3 

(D

X' Q. 

O3

O 

O

O 

CO

05

Q.

3

Q)

c 

E.

I

1

CQ

3 

T3

O

00L Bujsn auoz-aiajosjQ Buuotjuo|/\| siuaisA$ )e aqi UUOQH 'IMJPuei °16661 ZOOZ 
Appendix 3B. Continuous and manual water-level hydrograph of MW103R.

MW103R

ottLU

oo

HI h- §2

111 LULU

X

O

570568

566564

562560558556

Period of 

Missing Data Zone 1 Manual 

Zone 2 Manual 

Zone 3 Manual 

Zone 4 Manual Zone 5 Manual Zone 1 Continuous 

Zone 2 Continuous 

Zone 3 Continuous 

4 Continuous

1/1/2002 3/1/2002 5/1/2002 7/1/2002 

DATE

9/1/2002 11/1/2002 1/1/2003

 a

CD
o

o: LU

oo oo at

LU LU o

z >

cf2

Appendix 3C. Continuous and manual water-level hydrograph of MW104R.

MW104R

Zone 1 Manual Zone 2 Manual Zone 3 Manual Zone 4 Manual Zone 5 Manual 

Zone 1 Continuous 

Zone 3 Continuous Zone 5 Continuous

Sampling 

Event

Sampling 

Event

V) o

£CD

rsi

oo3_O 

2_5" 

(Q

&01r+ $ CDcO 3 3ST3a

1/1/2002 3/1/2002 5/1/2002 7/1/2002 9/1/2002 11/1/2002 1/1/2003

DATE
Appendix 3D. Continuous and manual water-level hydrograph of MW105R.

MW105R

560

558

u ttUJ

oo 556

§2UJ UJUlX

O

554552550

548

546 

1/1/2002

1 Manual

2 Manual

3 Manual

4 Manual

5 Manual

1 Continuous

2 Continuous3 Continuous 5 Continuous

Period of 

Missing Data

^-^Xx1^

3/1/2002 5/1/2002 7/1/2002 

DATE

9/1/2002 11/1/2002 1/1/2003

X CO
o

ttgoo 5 oo 

< o

O 2

z Dm £O Q

CO _Jh- O

LI- QJ Z >

574

Appendix 3E. Continuous and manual water-level hydrograph of MW109R.

MW109R

Period of 

Missing Data

Zone 1 Manual 

Zone 2 Manual Zone 3 Manual Zone 4 Manual 

Zone 5 Manual Zone 1 Continuous 

Zone 2 Continuous Zone 3 Continuous Zone 4 Continuous

Period of 

Missing Data

CD 

OW OCDf-* CDM

OO 

3§'

en 

e/j

Cfla>CJor 

I

CO CO COo ro

1/1/2002 3/1/2002 5/1/2002 7/1/2002 9/1/2002 11/1/2002 1/1/2003

DATE
Appendix 3F. Continuous and manual water-level hydrograph of MW122R.

MW122R

o2 CO< 2

LU h-

£ <O QCO ,<<

I- O

LU Z

LU>

<LU

574

572570

568

566564562

560 

1/1/2002

D

\

Period of Missing 

Data

Zone 1 Manual 

D Zone 2 Manual 

A Zone 3 Manual

 Zone 1 Continuous Zone 2 Continuous

Sampling 

Events

Period of Missing 

Data

Period of 

Missing Data

3/1/2002 5/1/2002 7/1/2002 

DATE

9/1/2002 11/1/2002 1/1/2003

XCO