20011680 Ver 1_Report_20000113

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TTITANT ,d?n& &20
Engineering, Surveying, Consbvction & Consuffing
January 13, 2000
' Marlowe, Dreitzler & Associates
219 N. Boylan Avenue
Raleigh, NC 27603
Attention: Mr. William W. Dreitzler, P.E.
Subject: Site Hydrogeologic Report 01-1680
Proposed Riegel Ridge Landfill ' Columbus County, North Carolina
Titan Project No. 20-8382-01
Dear Mr. Dreitzler:
Titan Atlantic Group, Inc. (Titan) is pleased to present this Site Hydrogeologic Report for the
proposed Riegel Ridge Landfill in Columbus County, North Carolina. Our services were
' provided in accordance with Titan Proposal No. P-9011-20 dated February 5, 1999. Findings,
conclusions, and recommendations given in this report are subject to the limitations presented in
Appendix C.
Please contact us if you have any questions or comments regarding this report. We are available
to discuss our recommendations with you and to provide additional services as necessary during
the design and construction phases of this project. We have enjoyed assisting you and look
forward to serving as your consultant on the remainder of this project and future projects.
' Sincerely,
??tN•?ery?,
TITAN ATLANTIC GROUP, H CAROL "N
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Thomas M. Schipporeit, P.E. '.. obert H. Neel, Jr., G. SEAL .:
' Vice President & Principal Engi At SCO Vice President & Operatics lalanaaT
Registered, North Carolina 19331 " Licensed, North Carolina 59Op,.CFptaG
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' I:\20\Projects\1998\20-8382-01\Site Hydrogeologic ReporMeport Cover Letter.doc
Attachments
5240 GREEN'S DAIRY ROAD 9 RALEIGH, NORTH CAROLINA 27616 • [phone] • FAX [phone]
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TABLE OF CONTENTS
1.0 PURPOSE OF SrM HYDROGEOLOGICAL STUDY ................................................... I
2.0 PROJECT INFORMATION .............................................................................................. I
3.0 FIELD EXPLORAT104AIAD MEASUREMENTS ......................................................1
3.1 Soil Test Borings ........................................................................................................1
31 Temporary Piezometers .............................................................................................. 2
3.3 Groundwater Measurements ....................................................................................... 3
3.4 Slug Tests ................................................................................................................... 3
4.0 LABORATORY TESTING ............................................................................................. 3
5.0 SITE GEOGRAPHY AND HYDROLOGY ...................................................................... 3
5.1 Regional .....................................................................................................................3
5.2 Landfill Site ................................................................................................................4
6.0 GEOLOGY & HYRDOGEOLOGY .................................................................................. 4
6.1 Regional Conditions ................................................................................................... 4
6.2 Site Soil Survey .......................................................................................................... 5
6.3 Encountered Subsurface Conditions ........................................................................... 6
6.3.1 Descriptions ...................................................................................................... 6
6.3.2 Subsurface Profiles ........................................................................................... 6
6.4 Seasonal Potentiometric Elevations ............................................................................. 6
6.5 Groundwater Flow ...................................................................................................... 7
6.6 Man-Made Influences to Groundwater Flow .............................................................. 8
6.7 Groundwater Flow Parameters ................................................................................... 8
6.7.1 Hydraulic Conductivity .................................................................................... 8
6.7.2 Lateral Hydraulic Gradient .............................................................................. 9
6.7.3 Effective Porosity
6.7.4 Lateral Groundwater Flow Velocity ................................................................. 9
6.7.5 Vertical Groundwater Flow ............................................................................. 9
7.0 GEOTECHNICAL CONSIDERATIONS .........................................................................10
7.1 Fault Areas and Seismic Impact Zones .....................................................................10
7.2 Unstable Areas ..........................................................................................................10
7.3 Predicted Settlements .......................................:........................................................10
7.4 Grades ......................................................................................................................11
7.5 Borrow Soil Suitability .............................................................................................11
7.6 Excavations ..............................................................................................................11
8.0 CONCLUSIONS ..............................................................................................................11

9.0 REFERENCES .................................................................................................................13
t APPENDIX A - TABLES
APPENDIX B - DRAWINGS
APPENDIX C - LIMITATIONS
APPENDIX D - BORING LOGS & PIEZOMETER INSTALLATION RECORDS
' APPENDIX E - SLUG TEST DATA & CALCULATIONS
APPENDIX F - LABORATORY TEST RESULTS & PROCEDURES

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' Marlowe, Dreitzler & Associates Proposed Riegel Ridge Landfill
1/13/00 Titan Project No. 20-8382-01
' 1.0 PURPOSE OF SITE HYDROGEOLOGIC STUDY
The purpose of the site hydrogeologic study was to assess the geologic and hydrogeologic
1 characteristics of the proposed site to determine the following:

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• Suitability of the site for solid waste management activities;
• Which areas of the site are most suitable for municipal solid waste landfill
(MSWLF) units;
• General groundwater flow paths and rates for the uppermost aquifer.
Our scope of services included drilling soil test borings, obtaining disturbed and undisturbed
soil samples, installing temporary piezometers, measuring stabilized groundwater levels, slug
testing of some of the piezometers, performing geologic literature review and field geologic
mapping, performing laboratory tests, and preparing this report of our findings and
recommendations.
2.0 PROJECT INFORMATION
Mr. William Dreitzler of Marlowe, Dreitzler & Associates provided project information to
Titan. We understand that Riegel Ridge, LLC, is planning to design, permit, and construct a
lined municipal solid waste (MSW) landfill in Columbus County, North Carolina. The site is
at the approximate location shown on Drawing No. 1 in Appendix B.
The total project site will be approximately 600 to 700 acres in area. The proposed waste-
disposal footprint will be approximately 150 acres in size. The project site is mostly wooded
with pines and occasional hardwoods. Dirt roads provide access to and around the project site.
Titan prepared a preliminary geotechnical report for the site dated August 18, 1998. The
preliminary study was limited to hand auger borings to determine soil types and groundwater
depths within the upper 4 to 7 feet below the ground surface. In August 1998, the site's
groundwater in the surficial aquifer was measured at depths of 2 to 7+ feet below the ground
surface. Titan's preliminary geotechnical report is attached for review in Appendix G.
3.0 FIELD EXPLORATIONS AND MEASUREMENTS
3.1 Soil Test Borings
Titan selected the number of borings (based on a 600 acre site) and their approximate
locations, after consulting with Mr. Dreitzler. Titan personnel located the boring locations in
the field by measuring distances and estimating right angles relative to existing site features.
Distances were measured by taping, rolling with a measuring wheel, and pacing.

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Marlowe, Dreitzler & Associates Proposed Riegel Ridge Landfill
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In order to explore the general subsurface conditions at the subject site, Carolina Drilling,
Mid-Atlantic Drilling, and Bore & Core advanced 60 soil test borings (A-1 through A-60) to
depths of 48 to 50 feet each below existing grades in February and March of 1999. The
borings were advanced at the locations shown on Drawing Nos. 2 and 3 in Appendix B.
The soil test borings were advanced by two power drilling rigs mounted on all-terrain vehicles
and by a power drilling rig mounted on a tracked vehicle. The borings were advanced
utilizing mud rotary drilling procedures. Standard Penetration Tests were performed in the
soil test borings at 2.5 to 5.0 feet intervals in general accordance with ASTM D 1586. An
undisturbed Shelby tube sample of the in-situ soils was obtained from Boring A-34. Titan
personnel visually classified the split-spoon soil samples in general accordance with the
Unified Soil Classification System in the field during the drilling operations.
After reaching the boring termination depth, all of the soil test borings (except those converted
' to temporary piezometers) were backfilled by cement-bentonite grout placed from the bottom
up using the hollow drilling rods.

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3.2 Temporary Piezometers
After offsetting 5 to 10 feet horizontally at each of the soil test boring locations, a boring was
advanced to a depth of about 9 feet for installation of shallow, temporary piezometers (i.e:,
monitoring wells). These shallow piezometers are designated with the adjacent boring location
number followed by (SP). Drill rigs using either mud rotary or hollow stem auger drilling
procedures performed most of these offset borings. However, Titan personnel used hand
auger drilling procedures to install six of these shallow piezometers: MW-A-1(SP) through
MW-A-6(SP). PVC temporary piezometers of either 1- or 2-inch-diameter were then installed
in the offset boreholes. Filter sand was used to backfill the annulus between the borehole
sidewalls and the 2-inch-diameter PVC pipe. A bentonite seal was placed on top of the filter
sand, and the upper portions of the piezometer holes were backfilled with soil cuttings. The
bottom 5 feet of the PVC pipe was slotted for these shallow piezometers.
Four nested pairs of shallow and deep piezometers were constructed. Relatively deep
piezometers, designated by boring location and (DP), were installed in Borings A-10, A-21,
A-36, and A-40 to depths below existing grades of 19.1, 39.6, 49.7, and 29.1 feet,
respectively. After reaching the termination depths in these borings, cement-bentonite grout
was pumped into the boreholes through the hollow drilling rods until the desired bottom-of-
piezometer depth was reached. After grout placement, a 2-inch-diameter PVC pipe was
placed, and filter sand was used to backfill the annulus between the borehole sidewalls and the
pipe. A bentonite seal was then placed on top of the filter sand, and the upper portions of the
piezometer holes were backfilled with soil cuttings. The bottom 10 feet of the PVC pipe was
slotted in the deeper piezometers.
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Marlowe, Dreitzler & Associates Proposed Riegel Ridge Landfill
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' The project surveyor measured the locations and elevations of the temporary piezometers after
installation. Piezometer installation records and individual boring logs are included in
Appendix D of this report.'
3.3 Groundwater Measurements
r Titan personnel measured the groundwater elevations in the temporary piezometers at the time
of installation, approximately 24 hours after installation and approximately 7 days after
installation. Additionally, complete rounds of groundwater elevations were measured about
every 1 to 11/2 months. Refer to Table 1 in Appendix A for a summary of measured
groundwater elevations within the piezometers.
3.4 Slug Tests
' After stabilized groundwater elevations were measured in the shallow and deep piezometers in
March 1999, slug tests were performed in the deep piezometers and in selected shallow
piezometers to determine hydraulic conductivity. Slug test data and calculations for
' determining hydraulic conductivity over the screened length using the Bouwer and Rice
method are included in Appendix E.
1 4.0. LABORATORY TESTING
Titan performed moisture content and soil classification tests on selected samples obtained
from Borings A-4, A-5, A-34, and A-58. These tests were performed to confirm visual soil
classifications. The saturated hydraulic conductivity and porosity of the relatively undisturbed
Shelby tube sample taken from Boring A-34 was also determined. The total porosity of this
permeability sample was calculated from its saturated moisture content, dry unit weight, and
unit weight of water.
' All testing was done in general accordance with applicable ASTM standards. A summary
table of the laboratory test results, the individual Titan laboratory test results, and descriptions
of the test procedures are included in Appendix E.
5.0 SITE GEOGRAPHY AND HYDROLOGY
' 5.1 Regional
' The project site is located approximately 6 miles southeast of Bolton, North Carolina in a low-lying
region called Green Swamp (USGS Quadrangle Maps of Juniper Creek and Honey Island, 1990).
The majority of the region around the site is wooded. Paper companies commonly timber their
properties in this part of Columbus County. Access to the site is provided by NC Highway 211.
Access to timber properties, hunting properties, and scattered farms is usually provided by unpaved
roads. The USGS Quadrangle Maps indicate ground surface elevations ranging from elevation 45

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Marlowe, Dreitzler & Associates Proposed Riegel Ridge Landfill
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feet to 65 feet within 2 miles of the subject site. In general, the ground surface in the region slopes
downward from the northeast towards the southwest.
Honey Island Swamp Creek, which is the boundary between Columbus and Brunswick Counties, is
located 300 to 500 feet southeast of a dirt road which corresponds to the southeastern boundary of
the project site. The USGS Maps indicate that the swampy areas around Honey Island Swamp
Creek are approximately 2000 to 3000 feet wide to the southeast of the subject site. The swampy
areas around Honey Island Swamp Creek widen to about 5000 to 9000 feet to the south of the site.
Honey Island Swamp Creek flows from the northeast towards the southwest. It feeds into Juniper
Creek, which is located 3 to 4 miles southwest of the proposed landfill property. Juniper. Creek
generally flows from east to the west-northwest.
5.2 Landfill Site
' The majority of the site is moderately to thickly wooded with sparse to thick undergrowth. The
trees in the western portion of the site are. generally aligned in rows. Unpaved dirt roads provide
access along the northwestern boundary and to the interior of the subject site. A cleared area
consisting of agricultural fields is located in the northern section of the site. A hunting lodge is also
located in the cleared area.

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Elevations at the site range from 46 to 61 feet above mean sea level. The topographic information
for the site is also shown Drawing Nos. 2 and 3 in Appendix B. The ground surface is generally
uneven with localized high and low areas; overall, much of the site tends to slope from centralized
high areas towards the property boundaries.
A creek is located along the northeastern boundary of the site. It flows from the northwest toward-
the southeast. Several intermittent, relatively shallow drainage ditches are located across the site.
Some of these ditches are located along the dirt access roads. Others cross the wooded,
undeveloped portions of the site. The eastern portion of the site is generally quite low, wet, and
swampy
6.0 GEOLOGY AND HYDROGEOLOGY
6.1 Regional Conditions
The project site is located in the lower Coastal Plain Physiographic Province. The Coastal Plain
deposits consist mainly of marine and deltaic sediments, which were deposited during successive
periods of fluctuating sea level and moving shoreline. The soils in this province are typical of those
laid down in a shallow sloping sea bottom. They include sands, silts, and clays with irregular
deposits of shells. Alluvial sands, silts, and clays are typically present near rivers and creeks. The
1985 Geologic Map of North Carolina indicates that the site is underlain by the Wacamaw
Formation. This formation consists of gray and white calcareous sands, silty sands, and shelly
sands.
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Marlowe, Dreitzler & Associates Proposed Riegel Ridge Landfill
1/13/00 Titan Project No. 20-8382-01
The hYdrogeolo8is framework of the North Carolina Coastal Plain aquifer system in Columbus
County in the vicinity of the project site consists of 5 aquifers separated by 4 confining units
' (Winter and Coble, 1996). From top to bottom, the aquifers are the surficial aquifer, the Peedee
aquifer, the Black Creek aquifer, the Upper Cape Fear aquifer, and the Lower Cape Fear aquifer.
' The bottom of the system is underlain by crystalline, pre-Mesozoic bedrock. The. bedrock at the
site lies approximately 900 feet below mean sea level.
The surficial aquifer is generally a water-table (i.e., unconfined) aquifer. The other aquifers are
confined by overlying corresponding units of generally clayey soils. For example, the Peedee
confining unit (generally clayey soils) overlies the Peedee aquifer (generally sandy soils). .
Drawing No. 6 in Appendix B provides an estimated representation of the geologic formations
underlying the site based on Winter and Coble (1996) and the Geologic Map of North . Carolina
' (1985).
Based on available geologic information (Winner and Coble, 1996) and the soil test borings,
we estimate the surficial aquifer at the proposed landfill site to be approximately 50 feet thick.
It includes the Wacamaw Formation, which consists of gray and white calcareous sands, silty
sands, and shelly sands. The confining unit below the surficial aquifer is the upper portion of
the Peedee Formation, which consists of greenish-gray to olive black clayey sand and sandy
clay.
The U.S. Geological Survey publishes groundwater data from approximately 100 wells in North
Carolina (Howe and Breton, 1998). The closest U.S.G.S. well to the project site that is screened in
the surficial aquifer is located in Brunswick County-, approximately 30 miles southeast of the site.
The daily mean groundwater depths for the last 10 years are plotted on Drawing No. 7 in Appendix
B. These plots indicate that the seasonal high groundwater for the last hydrologic year (October
1996 through September 1997) occurred in October of 1996. The 10-year plot shows that October
' .1996 is also the high for the last 10 years. Hurricane Fran hit southeastern North Carolina in
September of 1996, bringing relatively intense rainfall. The 10-year-historical-high groundwater
' levels for the subject U.S.G.S. well in October of 1996 were due to Hurricane Fran. Seasonal
peaks have occurred in January, March, May, July, and November. Seasonal fluctuations in the
water table depth were on the order of 3 feet.
6.2 Site Soil Survey
The Soil Survey of Columbus County, prepared by the Soil Conservation Service (July 1990), was
reviewed to obtain additional information on the surficial soils. The information from the Soil
Survey, in addition to the preliminary hand auger borings, was summarized in Titan Atlantic's
preliminary report dated August 18, 1998, given in Appendix G.

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Proposed Riegel Ridge Landfill
Titan Project No. 20-8382-01
The Soil Survey indicates that seasonal high groundwater depths occur between November and
April for the different soil types at the site. The depths to the estimated seasonal high water table
range from about 1 to 6 feet below the existing ground surface across the majority of the site.
' (Refer to Drawing No. 5 in Appendix G.)
6.3 Encountered Subsurface Conditions
6.3.1 Descriptions
The subsurface geology within the upper 50 feet of the project site is basically comprised of
five sedimentary soil layers. We have designated these soil strata as Layers A through E from
the ground surface down. The upper layer (Layer A) generally consists of very soft to very
stiff clayey and sandy silt (ML) and silty clay (CL, CH). Layer B is made up of very loose to
medium dense silty sand (SM) and clean sand (SP). The piezometers and groundwater data
indicate that Layers A and B comprise the uppermost aquifer at the site. Layer C is comprised
of very soft to stiff clayey silt (ML) and sandy silty clay (CL, CI ). It was encountered in all.
of the borings and is therefore assumed to be a continuous aquitard across the entire site.
Layer D is a lower water-bearing unit in the surficial aquifer. Very loose to very dense sands
(SC, SP, SP-SC, SW-SM), often with shell fragments, comprise Layer D. The Peedee
confining unit (Layer E) consists of very stiff to very hard clayey silt (ML).

Although the soil strata are all present in a significant majority of the soil test borings, as seen
on the subsurface profiles (Drawing Nos. 8 through 16) in Appendix B, the depth ranges of.
the various strata are somewhat variable across the site. Irregular stratum thicknesses are
typical in the North Carolina Coastal Plain. For example, several borings (A-6, A-24, A-27,
A-28, A-46, A-49, and A-52) did not terminate within the Peedee confining unit (Layer E) at
about the 50 feet depth. Also, the near-surface layer (Layer A) was not encountered at some
of the borings (A-5, A-16, A-31, A-36, and A-52) across the northern portion of the project
site, confirming that this layer should not be considered as a surficial aquitard, but rather as
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6.3.2 Subsurface Profiles
Subsurface profiles showing the 60 soil test borings are given as Figure Nos. 8 to 16 in
1 Appendix B. These profiles show the approximate ground surface and water table elevations
at the time of boring and/or after a stabilization period of up to 7 days.
6.4 Seasonal Potentiometric Elevations
By making measurements of the potentiometric surface in the temporary piezometers from
' February 1999 to November 1999, the variabilities in groundwater levels of the uppermost aquifer
at the site were evaluated. The collected groundwater data are attached as Table 1 in Appendix A.

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Marlowe, Dreitzler & Associates Proposed Riegel Ridge Landfill
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The maximum groundwater elevations given at the end of Table 1 do not take into account the
groundwater measurements made on September 29 and 30, 1999. We believe that these levels
represent historical, rather than seasonal, high water table elevations for the project site due to the
historically high intensity rainfall and flooding caused by Hurricanes Dennis and Floyd in late
August and early September.
The data in Table 1 indicate that almost all of the maximum groundwater elevations were measured
in February 1999, March 1999, and November 1999. The differences between the March 1999
and February 1999 or November 1999 were typically very small (less than about 0.10 feet). Also,
the Soil Survey Report and U. S. Geological Survey reports indicate seasonal high groundwater
elevations generally occur between November and April. The Soil Survey Report states that
between 1951 and 1981, Whiteville, North Carolina averaged 49.83 inches of precipitation
annually. The months of average highest rainfall intensity were June and July. However, rainfall
events between May and October are typically high intensity, short duration, and less frequent.
The rainfall events between November and April are typically low intensity, long duration, and
more frequent. Less evapotranspiration from plants occurs from November to April due to-the
cooler temperatures and less plant growth, if any. Seasonal groundwater levels tend to be higher
between November and April due to less surface water runoff, less evapotranspiration, and more
infiltration.
Therefore, based on the available data, the March 1999 groundwater elevations are most
representative of the seasonal high potentiometric elevations for the project site for the uppermost
aquifer. The potentiometric spot elevation and contour lines for the uppermost aquifer (Layers-A,
and B) are shown on Drawing Nos. 2 and 3 in Appendix B.
The minimum measured groundwater elevations are also given at the end of Table 1. These
r indicate that the groundwater levels in the uppermost aquifer at the site (Layers A and B) fluctuate
seasonally on the order of 1 to 3 feet.

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The groundwater levels in the deep piezometers were within about 1 foot of the levels measured in
the shallow piezometers at three of the nested pair locations (A-10, A-21, and A-40), as shown in
Table 1. At the fourth location (A-36), the groundwater elevations in the deeper piezometer
(Screened in Layer D) were generally 6 to 7 feet below the elevations in the shallow piezometer
(Screen in Layer B of the uppermost aquifer).
6.5 Groundwater Flow
Lateral groundwater flow directions are determined by the direction of lines drawn perpendicular to
the groundwater contour lines. The flow direction lines point in the direction of decreasing
elevation.
The lateral groundwater flow directions and gradients for the uppermost aquifer (Layers A and B)
measured on March 19, 1999 and March 20, 1999 are given on Drawing Nos. 2 and 3 in Appendix

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Marlowe, Dreitzler & Associates Proposed Riegel Ridge Landfill
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B. The data indicate that most of the site's groundwater generally flows downward towards the
southwest. However, several localized potentiometric highs in the northern and eastern portions of
the site result in ground flow toward the creek along the northeastern property boundary and toward
the swampy areas around Honey Island Swamp along the southeastern side and southern end of the
site. Much of the groundwater contours follow the general topography of the ground surface.
Based on this information, we believe that creek along the northeastern site boundary and the
swampy areas in the southeastern and southern portions of the site are groundwater discharge
features. The "upland" areas of the site are generally recharge areas, even though the near-surface
soils (Layer A) are generally of low permeability.
Lateral groundwater flow within the lower portion of the surficial aquifer (Layer D) could not be
determined because only two piezometers (A-21 and A-36) were screened in this layer. (At least
three points are needed to determine potentiometric contours and lateral flow directions in any
aquifer.)
6.6 Man-Made Influences to Groundwater Levels
Drainage ditches along the road on the northwest side of the project site could influence the surficial
uppermost aquifer's groundwater level. Other widely spaced drainage ditches and shallow road
ditches are present at the site. There may be a drinking water well near the hunting cabin located in
the northern portion of the site. The drainage ditches and possible hunting lodge water well may act
as minor localized groundwater discharge features. Any other man-made features present at the site
would apparently have little impact on groundwater levels.
6.7 Groundwater Flow Parameters
6.7.1 Hydraulic Conductivity
Nineteen slug tests were performed in March 1999 to measure the in situ hydraulic
conductivity of the various strata within the surficial aquifer. The slug test results are given
in Table 2 in Appendix A. The results indicate the following:

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Layer A - Uppermost Aquifer:
Layer B - Uppermost Aquifer:
Layer C - Aquitard:
Layer D - Bottom of Surficial Aquifer:
K = 2.5 x 10-6 to 2.7 x 10-4cm/sec
K = 3.5 x 1075 to 7.3 x 10-4 cm/sec
K = 3.7 x 10-6 cm/sec
K = 1.8 x 10-6 to 7.3 x 10 cm/sec

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The laboratory tests on an undisturbed sample of clay obtained from Layer A in Boring A-
34 indicates a saturated hydraulic conductivity of 6.5 x IU7 for the material tested.

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t 6.7.2 Lateral Hydraulic Gradient
Hydraulic gradients-were determined at the slug test locations by dividing the difference in
potentiometric head elevations at two locations by the horizontal distance between those two
locations along the direction of groundwater flow. In some cases, such as for piezometers
' near creeks, an estimated surface water elevation based on the site survey was used to
estimate the gradient. Hydraulic gradients for lateral flow in the uppermost aquifer (Layers
A and B) are given in Table 2 and range from 0.001 to 0.011.
' 6.7.3 Effective Porosity
The total porosity of soil is defined as the volume of void space between the soil particles
divided by the total volume of soil. It can be measured on undisturbed samples of cohesive
soil. It can also be estimated from grain-size laboratory test results of disturbed soil
samples. Estimated total porosity for various soil types are given in Table 2 in Appendix
A. The laboratory tests on the undisturbed sample of silty clay (CL) obtained from Boring
A-34 from Layer A indicated a total porosity value of 40 percent.
The effective porosity is the volume of void spaces through which water of other fluids can
travel in soil divided by the total volume. It is typically estimated from published values
derived from actual field pumping tests. The effective porosity values for silts and clays are
much lower than the total porosity values due to the extremely small size and platelet shape
of the soil particles, in addition to the bonding of water to the soil particles due to their
minerology and chemistry.
6.7.4 Lateral Groundwater Flow Velocity
The groundwater flow velocity (v) is a function of saturated hydraulic conductivity (k),
gradient (i), and effective porosity (n). [The equation is v = (k x i)/n.] Lateral
groundwater flow velocities for the March 1999 gradients are given in Table 2 in Appendix.
A. The flow velocities range from 0.001 to 0.168 feet per day.
6.7.5 Vertical Groundwater Flow
The nested pair of piezometers at A-21 indicates that vertical groundwater flow is not
occurring through the Layer C aquitard at this location. However, the nested pair of
piezometers at A-36 indicates significant downward groundwater flow through the
Layer C aquitard into the lower. portion of the surftcial aquifer. (Layer D).
The vertical flow hydraulic gradient at the nested pair location A-36 was determined by
' dividing the difference in potentiometric head elevations between the shallow and deep
piezometers by the vertical thickness of the aquitard (Layer Q. Based on the March 1999
piezometric elevations, we estimate the downward vertical hydraulic gradient at the location

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of A-36 to be (57.06-50.59)/15 = 0.431. We also estimate the downward vertical
groundwater flow rate across the aquitard (Layer C) at the location of A-36 to be [(1.1E-2
ft/day) x (0.431))/0:01 = 0.474 feet per day.
7.0 GEOTECIINICAL CONSIDERATIONS
7.1 Fault Areas and Seismic Impact Zones
No Holocene faults are located within 200 feet of the Riegel Ridge project site (Horton and Zullo,
1991). Based on the North Carolina Building Code (Revised Edition, 1998), the site is not located
within a high impact seismic zone.
7.2 Unstable Areas
An unstable area can include poor foundation conditions, areas susceptible to mass movements,
and/or karst terrain. The project site foundation conditions were preliminarily evaluated to predict
a range of total settlements for waste piled to varying heights. This evaluation of soil settlement is
included in Section 7.3 of this report. Based on the encountered soil conditions, site topography
and our experience with similar projects, mass movements are not considered likely if conventional
structural fill slopes do not exceed slopes of 3:1 (horizontal to vertical). Finally, this site is not
subject to sinkhole formation. Based on these criteria, it is our opinion that the site does not
contain restrictive unstable areas.
1 7.3 Predicted Settlements
The magnitude of long-term settlement of the waste will be mostly due to consolidation of zones of
soft cohesive soils within Layers A and C. Short-term, elastic settlement of less cohesive, sandy
soils in Layers A, B, C, and D will also contribute to total settlements. Layer E, the Peedee
confining unit, is sufficiently stiff to be considered relatively incompressible. Based on our
experience with deeper soil test borings in the lower Coastal Plain, soft to firm clays and silts and
loose sands which could result in landfill settlement are very unlikely to be present in the geologic
formations below the Peedee confining unit.
The magnitude of landfill settlement will depend upon total height and unit weight of debris to be
placed at the site. For debris heights of 100 to 200 feet, based on the subsurface conditions
encountered in the borings, we estimate that total settlements (both elastic and consolidation) under
the center of the waste cells will range between 3 to 5 feet and 4 to 7 feet, respectively.
Settlements beneath the toe of the waste containment berms will be on the order of 15 to 25 percent
of the total settlement beneath the center of the landfill waste. These settlements are within the
typical range for other landfills with similar subsurface conditions. Liner and leachate collection
I systems need to be designed to account for settlements of these magnitudes.

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1/13/00 Proposed Riegel Ridge Landfill
Titan Project No. 20-8382-01
' 7.4 Grades
The seasonal-high groundwater table contours (dashed, bold lines) shown on Drawing Nos. 2 and 3
in Appendix B should be used to develop a preliminary base grading plan for the landfill disposal
cells and any leachate lagoons.
' Site grades should be raised, as necessary, to achieve the required 4 feet of separation between the
waste and the seasonal high groundwater table. It appears that 1 to 3 feet of fill material will be
required to sufficiently raise site grades across the majority of the site. Soils from the site's
potential borrow areas could be used as general structural fill to raise site grades. Undercutting or
other stabilization of localized, soft near-surface soils may be necessary prior to structural fill
placement.
7.5 Borrow Soil Suitabili
Potential borrow areas appear to be available across the project site. However, most areas will
allow only a few feet of excavation prior to groundwater impact. Borrow soils (including Layers A
and B) will likely require some spreading, discing, and/or drying prior to compaction. Layer C
soils may be suitable for use as compacted soil liner with excessive drying or mixing with soils
from above the water table.
The permeability of recompacted on-site soils needs to be evaluated further to determine if they
meet the minimum requirements for a MSW landfill liner. More specifically, excavated soils of
Layer A, which consist primarily of sandy silts (ML) and sandy silty clays (CL), may meet liner
permeability requirements with careful compaction and moisture control. The more sandy soils of
Layer B could be useful as daily cover material.
7.6 Excavations
Excavation of Layer A soils (and some Layer B soils) may be accomplished through tractor-
scrapers above the current water table. However, due to the shallow groundwater across the site,
track mounted excavators will be required to efficiently remove submerged soils. In order to reach
the deeper Layer A soils (and significant amounts of Layer B soils), we anticipate the need for
lowering the groundwater levels by way of excavating relatively deep ditches and sump pumping.
This would likely be most effective near the localized topographic peaks in the east-central portion
of the project site. Excavations to obtain Layer C soils would be relatively deep and would require
extensive dewatering, most likely with dewatering wells or well points.
1 8.0 CONCLUSIONS
Based on the results of the Site Hydrogeologic Study, the following conclusions are provided:
1. It is our opinion that the site is suitable for MSW landfill development.
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Marlowe, Dreitzler & Associates
1/13/00
Proposed Riegel Ridge Landfill
Titan Project No. 20-8382-01

2. Waste disposal and leachate storage areas facilities should be located in the northern, western,
and central portions of the site to minimize the amount grading to achieve the required 4 feet
separation between the seasonal high groundwater level and the bottom of the waste. The low,
wet, swampy areas along the southeastern and southern sides of the side are much less suitable

r for development due to the very shallow groundwater and very soft, compressible foundation
soils in these areas
.
3. The subsurface geology and hydrogeology at the site are typical of the lower North Carolina
Coastal Plain
.
4. General groundwater flow paths for the uppermost aquifer are toward the southwest in the
northern, western, and central portions of the site. They are toward the northeast in the vicinity
of the creek along the northeastern site boundary and to the east, southeast, and south toward
low, wet, swampy areas on these sides of the site. Groundwater contours and flow paths
generally correlate to the topography and flow paths of the ground surface.
5. The general groundwater flow rates for the uppermost aquifer are typical for the generally level
lower Coastal Plain, but considerably less than those found in rolling and hilly topographies.
6. Test borings drilled to a depth of approximately 50 feet below existing grades, in addition
to testing and measurement of piezometers set to various depths, provide an adequate
understanding of the subsurface conditions and groundwater flow regime of the uppermost
aquifer at the site (Layers A and B). They also provide an adequate understanding of rest
of the surficial aquifer (Layers C and D) and the underlying Peedee Confining Unit (Layer
E).
7. The site is suitable for a typical detection monitoring well system for the uppermost aquifer.
(Layers A and B). The system should also include limited monitoring of the lower portion of
the surficial. aquifer (Layer D) due to the potential for downward contaminant transport through
the aquitard (Layer C). This will allow for an ongoing evaluation of the groundwater quality
during the life of the landfill and ensure early detection of any release of hazardous constituents
to the uppermost aquifer.
8. If this site is selected and determined to be suitable for a lined MSW landfill, a Design
Hydrogeologic study of the planned waste disposal and leachate storage areas is required by the
North Carolina Solid Waste Regulations. Additional borings, with temporary piezometers, are
required within the waste disposal footprint and leachate lagoon areas at a frequency of at least
one per acre. A Water Quality Monitoring Plan is also required by the regulations.
9. Additional sampling and testing of potential on-site (or off-.site) borrow soils would be needed
to confirm the suitability of the locally available soils (Layers A and C) for use as compacted
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' Marlowe, Dreitzler & Associates Proposed Riegel Ridge Landfill
1/13/00 Titan Project No. 20-8382-01
soil liner material and to develop an acceptance zone for compaction-moisture-penneability-
shear strength-stiffness.
9.0 REFERENCES
Horton, J.W., Jr. and Zullo, V.A. (1991), The Geology of the Carolinas, The University of
Tennessee Press, Knoxville.
Howe, S.S. and Breton, P.L. (1998), "Water Resources Data, North Carolina, Water Year 1997,
Volume 2. Ground-water Records", U.S. Geological Survey Water-Data Report NC-97-2, U.S.
North Carolina State Building Code (Revised 1998).
North Carolina Geologic Survey (1985), "Geologic Map of North Carolina".
Titan Atlantic Group (1998), "Preliminary Geotechnical Results, Proposed MSW Landfill,
Columbus Co.", dated August 18, 1998.
Winner, M.D., Jr. and Coble, R.W. (1996), "Hydrogeologic Framework of the North Carolina
Coastal Plain", U.S. Geological Survey Professional Paper 1404-1, U.S. Government Printing
Office, Washington, D.C.

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TABLE 1
GROUNDWATER ELEVATIONS - REIGEL RIDGE LANDFILL
COLUMBUS COUNTY, NORTH CAROLINA
TITAN PROJECT NO. 20-8382-01
TOP OF
PIEZOMETER CASING ELEV. DEPTH-T.O.C. ELEVATION DEPTH-T.O.C. ELEVATION DEPTH-T.O.C. ELEVATION
NUMBER (FEET) (FEET) (FEET) (FEET) (FEET) (FEET) (FEET)
A-1(SP) 51.52 Not Yet I nstalled 3.89 47.63 4.46 47.07
A-2(SP) 52.12 4.17 47.95 4.13 47.99 5.32 46.80
A-3(SP) 51.64 Not Yet I nstalled 2.99 48.65 4.05 47.59
A-4(SP) 52.22 Not Yet I nstalled 3.11 49.11 4.05 48.17
A-5(SP) 53.77 Not Yet I nstalled 4.15 4.87 48.90
A-6(SP) 53.61 Not Yet I nstalled 2.39 4.19 49.42
A-7(SP) 57.95 3.74 54.21 3.63 4.99 52.96
A-8(SP) 51.40 4.72 46.68 4.89 N 6.23 45.17
A-9(SP) 52.25 3.58 48.67 3.90 4.72 47.53
A-10(SP) 53.06 4.00 49.06 3.66 44 5.11 47.95
A-10(DP 53.26 NM NM 3.35 4.82 48.44
A-11(SM 53.15 3.35 49.80 3.22 49.93 4.42 48.73
A-12(SP) 54.02 3.91 50.11 3.92 50.10 5.32 48.70
A-131SP) 53.89 2.88 51.01 3.10 50.79 4.82 49.07
A-14(SP) 57.56 4.55 53.01 4.88 52.68 6.41 51.15
A-15(SP) 59.66 1.60 58.06 2.54 57.12 4.10 55.56
A-16(SP) 59.48 2.30 57.18 2.31 57917 3.87 55.61
A-17(SP) 50.35 2.51 47.84 3.74 46.61 4.71 45.64
A-18(SP) 51.17 4.42 46.75 1.66 49.51 3.21 47.96
A-19(SP) 53.42 3.51 49.91 3.61 49.81 4.68 48.74
A-201SP) 53629 2.00 51.29 1.84 51.45 3.37 49.92
A-211(SP) 54.24 2.11 52.13 2.71 51.53 4.49 49.75
A-21 (DP) .53.38 NM NM 3.05 _ 50.33 4.79 48.59
A-22(SP) 55.39 2.90 52.49 3.20 52.19 4.76 50.63
A-23(SP) 58.86 3.19 55.67 3.73 55.13 5.19 53.67
A-24(SP) 57.92 1.13 58.79 1.30 56.62 2966 55.26
A-25(SP) 52.36 4.87 47A9 5.57 46.79 6.78 45.58
A-26(SP) 51.84 2.34 49.50 2.89 48.95 3.75 48.09
A-27(SP) 53.11 3.55 49.56 3.64 49.47 4.64 48.47
8
A-28(SP) 51.98 2.52 49.46 2.62 49.36 48.3
A-291SP) 56.02 3.97 52.05 3.76 52.26 50.88
A-30(SP) 57.42 1.86 55.56 2.10 55.32 54.08
A-31(SP) 59.18 2.45 56.73 2.58 56.60 54.47
A32(SP) 53.10 3.89 49.21 3.60 49.50 48.12
A-33(SP! 51.98 2.98 49.00 2.76 49.22 ff 47.96
A-34(SP) 52.43 2.92 49.51 3.24 49.19 3.8 48.61
A-35(SP) 57.43 2.92 54.51 3.01 54.42 53.28
A•36lSPi 58.83 1.31 57.52 57.46 56.78
A-36(DP) 58.95 NM NM 7.78 51.17 50.03
A-37(SP) 59.75 2.23 57.52 2.67 57.08 55.48
A-38(SP) 52.59 49.27 3.23 49.36 48.16
A-39(SP) 55.53 2.97 52.56 4.25 51.28 5.72 49.81
A40(SP) 58.10 2.76 55.34 2.68 55.42 3.96 54.14
A40 (DP) 58.01 NM
NM
2.76
55.25
4.08
53.93

A41(SP)
59.60 81
2.
56.79
2.73
56.87
3.69
55.91
57
03
A42(SP) 62.47 3 92
.
58.55
4.39
58.08
5.44
5
03
.
54
46
A431SP) 59.49 3.00 55.49 3.27 56.22
54
51 .
71
5 .
52.86
A4413P1 58.57 4.26 54.31
51
83 4.06
45
5 .
51.71 .
6.94 50.22
A45(SP) 57.16 5.33
81
3 .
56
83 .
3.80 58.84 4.82 55.82
A46(SP)
A471SP) 60.64
58.13 .
1.74 .
56.39 2.05 56.08 3.22 54.91
A481SP) 57.30 1.83 55.47 1.84 55.46 3.20 54.10
55
53
A491SP) 58.20 3.30 54.90 3.00 55.20
02
49 4.65
5
55 .
47.82
A-50(SP) 53.37 4.36 49.01
51
35 4.35
44
4 .
51.50 .
5.77 50.17
A-51(SP) 55.94
61
37 4.69
4
94 .
56.43 .
5.11 56.26 6.07 55.30
A-52(SP)
A-531SP) .
59.94 .
3.94 56.00 3.88 56.06 4.98 54.96
A-54(SP) 56.74 5.59 51.15 4.52 52.22 5.56 51.18
91
45
A-551SP) 48.82 2.49 46.33 2.60 46.22
05
46 2.91
75
2 .
45.78
A-56(SP) 48.53 2.39 46.14
07
60 2.48
24
2 .
50.27 .
3.77 48.74
A•57(SP) 52.51
49
43 2.44
45
3 .
45.98 .
3.39 46.04 3.65
1 45.78
A-58(SP)
A-59(SP) .
50.01 .
3.98 46.03 4.03 45.98 4.27 45.74
A 601SP) 51.05 3.34 47.71 3.02 48.03 3.77
1 47.28
12/9/99 10:14 AM
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TABLE 1
GROUNDWATER ELEVATIONS-- REIGEL RIDGE LANDFILL
COLUMBUS COUNTY, NORTH CAROLINA
TITAN PROJECT NO 204382-01
TOP OF
PIEZOMETER CA$ING ELEV. DEPTH-T.O.C. ' ELEVATION ` DEPTH-T.O.C. ELEVATION : DEPTH.T.O.C.., ELEVATION
NUMBER ` 1FEET) (FEET) (FEET) (FEET) (FEET) (FEET) (FEET)
A''-14SP) " 61.52 4.28 47.26. 4.28 47.24' 1.47 60:06 ..
` A-=P) 52.12 4.63 47.49 4.68 47:44. 3.98 '48.1.4
A-31SP) 51.64 `3.75 47:139 3.79 47.85 2.48 49.16.
A-4(SP) 52.22 3.72 48.50` : 3.67 48:55 2.67 49.65
A-5(SP) 53.77 4.61 49.16 4.49 49.28 2.3 61.46
A-6(SP)* 53.81 3.75 49.86 3:49 50.12 2.47. 51.14
A-7( P) 57.95 4.52 53.43 4.46. 53.50 5.12 52.83
A-8(SP) 51.40 5.44 45.98. ' 6.34 45.06; - 6.54 44.86
A-90P) 52.25 :'3.97 48.28 4.39 47.86 " 4.79 47.46
A-10(SP) 53.06 4.49 -48.57 4:65 48.41 4.11 48.95 .
A-10(DPI 53.26 ' 4.20 49.06 4.38 48.88 3.75 49.51
A-11(SP) .:. 53.15: 3.87• 49.28 3.84 ' 4$1.31 5663 47.52
A-12 SP)' 54.02 4.16 49.86 4.60 49.42 6.23 47.79
A-73 SP) 53:89 4.15 49.74 3.93 49.96 5:35 48.54
A44 SP 57.56 5:60 51.96 5.42 52.14 .6.47 51.09
A-15(SP) 59.66 3.42 '58:24 3..21 . ' 56.45 3.97 55.69
A-16(SP) 59.48 3.39 56.09 3.37 66.11 5.37 54:11
A-171SP) 50.35 4.20 46.15 4.58 45.77 5:09 45.26
A-18(SP) 51.17: 2.63 48.54 .3.03 48:14 3.82 47.35
N49(SP1'. .53.42 4.24 :49.18 4:45: .48.97 3.79 49.63
:

A
53.29
.3.98
49.31:
2.93
50.36
3.28 1
50.0
54.24 4.07 _ 50.17 3.91 50.33 ` 3.16 .5 .08
) 53.38 4 21% 49.17 4.35 49.63 5.70 47.68
55.39 4.33 5,1.06 4.76 51.23 5.15 :50.24
56.86 4.37 54.49 4.56, 54.30 6.09 52.77
5'7:92 2.50 55.42 2.27 55.65 2.95 54.97
52.36 6.08 46.28 6.89 45.47 7.54 4482
A-26(SP) 51.84. 3.30 48.54 3:81 .: 48.03 4.27 47.57
A-27(SP) 53.11 4.32 48.79 :. 4.57 48.54 3.56 49.55
A-28(SP) ' 51.98 3.29 48.69 3.43. 48.55. 3.54. 48.44
A-29(SP) 58.02 4:64 51.38 4.80 51.22 5.72 50.30
A-30(SP) 57.42 2.89. 54.53 2.94 54:48 - 4:11 53.31:
A-3110 59.18 4.18 .54.90 4.29 54:9 5.48 53.70
A-32(SPI 53.10 4.47 48.63 5.08 48.02 5.30 47.80
A-33(SP) 51.98 - 77 3 76 48.23 4.26.' .47.72 5.03 46.95
.
A 34(SP 52.43 3.57 48.86 3.55 48.88 ' 3.56. 48.88 <
A-38(SP? 57.43 3:83 53.60 3.75 53.68 3.60 53.83
A-36(SP) ' 58.83 1.77 57.06 1.82 57.01 2.17 56.66
A-36(DP) 58.95 8.36 50.59 8.61 50.34 " 9.85 49.10
A-37(SP) 59.75 3.79 ' 56.96. 3.31 56.44 4.60 55.15.
A-38(SP) 52.59 4.12 48.47 4.62 47.97 5.34 47.25
A-39(SP)
55.53
-6.20.
50.33
5.28
50.25
7.00
48.53 .
A-401SP) 58.10 3.65 54.45 3:82 54.28 3.45 54.65
A-40 WP) 58.01 . = 3.75 54.26. 3.63 54.38 .4.19 53.82 ,
A-01(SP) 59.60 3..31 .56.29' - 3.56 56.04 4.23 55.37
A42(SP) 62.47 • 4:81 .57.66 - 5.18: 57 29' 7.12 C 55.35
A"(SP h 59.49 4.87 54.62 4;63: 54.86 4.84 .. 54.65
A-44(SP) '58.57 5.17 53.40 5.39 53.18 6.19 52.38 '
A-46(SP) 57.16 5.98 ` . 51.18 6.44 50.72 8.09 49.07
A-46(SP) 60.64 3.58 57.06 .4.52 56.12 5.70 54.94
A-07(SP) 58.13 8.81 •55.32 2.92 55.21 3.14 54.99
A48 $PI 57.30 2.93 54.37 2.80 54.60 2.72
' 54.58
A-49(SP) 58.20 4:23 53.97 4.38 5.98 52.22
A-60(SP) 53.37 4.91 48:46 5.45 5.39
BL
S 47.98
33
50
A-611SP) 55.94 4.60 51.34 5.48 W . .
A-521 ) 61.37 4.18 57.19 5.60 7.63 53.74
A-531 J 59.94 4.62 55:32 4.76 54.32
A-64(SP) 56.74 5;3L 51.43:' 5.08 51.68
A-55(SPl ' 48.82: 2.71 46.11 , 2.91 45.91' 2.68
' 46.14
A-56lSP) 48.53 ' 2 50 ' .' 46.03 2.74 45:79" 2:42 48.tt
A-57(SP) 52.51: 3.42: ' - 49.09 3.53' 4899 2.74 49.77
A-58 SP) 49:43 340 46.03. 3.60 4613 3.38 46.07
.
A-69lSPI 50.01 - 4.04.. ... 45.97 4.25 45:76 , 4.12. . 46.89
A.60 (SP) 51.05: 3.57.: 47.48. 3.67 47.38 3.46. 47.60
TABLE 1
GROUNDWATER ELEVATIONS - REIGEL RIDGE LANDFILL
COLUMBUS COUNTY, NORTH CAROLINA
MAN PROJECT NO. 20-8382-01

PIEZOMETER
NUMBER TOP OF
CASING ELEV.
(FEET)
DEPTH-T.O.C.
(FEET)
ELEVATION
(FEET)
DEPTH-T.O.C.
(FEET)
ELEVATION
(FEET)
DEPTH-T.O.C.
(FEET)
ELEVATION
(FEET)
A-1(SP) 51.52 2.79 48.73 4.00 47.52
A-2(SP) 52.12 ..1.64 50.48 4.19 47.93
A-3(SP) 51.64 2.42 49.22 3.55 48.09
A-4(SP) 52.22 2.02 50.20 3.40 48.82
A-51SP) 53.77 2.89 50.88 4.22 49.55
A-6(SP) 53.61 1.93 51.68 2.94 50.67
A-7(SP) 57.96 1.87 56.08 3.85 54.10
A-B(SP) 51.40 4.23 47.17 5.24 46.16
A-9(SP) 52.25 Flooded - Coul d Not Measure 3.37. 48.88
A-10(SP) 53.06 1.92 51.14 4.31 48.75
A-10(DP? 53.26 1.65 51.61 3.98 49.28
A-11(SP) 53.15 2.59 50.56 3.21 49.94
A-121SP) 54.02 Flooded - Coul d Not Measure 4.03 49.99
A-13(SP) 53.89 1.24 52.65 3.34 50.55
A-14(SP) 57.56 2.04 55.52 5.01 52.55
A-15(SP) 59.66 0.48 59.18 2.80 56.86
59.48 0.88 58.60 2.72 56.76
50.35 2.24 48.11 4.00 46.35
51.17 Flooded - Coul
-- d Not Measure 1.62 49.55
k 9
53.42
1.76
51.66
F
3.88
49.54
53.29 Flooded - Coul d Not Measure 1.66 51.63
54.24 1.89 52.35 2.82 51.42
53.38 2.20 51.18 3.51 49.87
A-22(SP) 55.39 1.72 53.67 3.40 51.99
A-23(SP) 58.86 0.74 58.12 2.70 56.16
A-241SP) 57.92 0.49 57.43 1.38 56.54
A-25(SP) 52.36 4.42 47.94 5.79 46.57
A-26(SP) 51.84 1.42 50.42 2.57 49.27
A-27(SP) 53.11 2.65 50.46 3.20 49.91
A-28(SP) 51.98 1.56 50.42 2.59 49.39
A-29(SP) 56.02 1.41 54.61 3.61 52.41
A-30(SP) 57.42 0.53 56.89 1.67 55.75
A-311SP) 59.18 Flooded - Coul d Not Measure 2.96 56.22
A-32(SP) 53.10 1.62 51.48 3.70 49.40
A-33(SP) 51.98 2.18 49.80 2.78 49.20
A-34(SP) 52.43 1.84 50.59 2.92 49.51
A-35(SP) 57.43 1.24 56.19 2.70 54.73
A-36(SP) 58.83 Flooded - Could Not Measure 1.20 57.63
A-36(DP) 58.95 Flooded - Could Not Measure 7.75 51.20
A-37(SP) 59.75 Flooded - Coul d Not Measure 2.42 57.33
A-38(SP) 52.59 1.81 50.78 2.98 49.61
A-39(SP) 55.53 1.76 53.77 3.93 51.60
A-40(SP) 58.10 0.83 57.27 2.70 55.40
A-40 ()P) 58.01 1.29 56.72 2.92 55.09
A41(SP) 59.60 1.36 58.24 2.43 57.17
A42(SP) 62.47 1.76 60.71 4.12 58.35
A-03(SP) 59.49 1.82 57.67 3.51 55.98
A44(SP) 58.57 2.18 56.39 4.17 54.40
A45(SP)
A-46(SP) 57.16
60.64 2.57
1.35 54.59
59.29 5.12
3.16 62.04
57.48
A47(SP) 58.13 0.47 57.66 1.86 56.27
A48(SP) 57.30 0.25 57.05 1.68 55.62
A49(SP) 58.20 0.61 57.59 3.09 55.11
A-50(SPl 53.37 2.30 51.07 4.11 49.26
A-51(SP) 55.94 3.05 52.89 4.11 51.83
A-52(SP) 61.37 1.63 59.74 4.02 57.35
A-53(SP) 59.94 2.56 57.38 3.91 56.03
A-54(SP) 56.74 3.22 53.52 4.64 52.10
A-55(SP) 48.82 1.46 47.36 2.58 46.24
A-56(SP) 48.53 1.19 47.34 2.51 46.02
A-671SP) 52.51 1.92 50.59 2.27 50.24
A-58(SP) 49.43 1.52 47.91 3.35 46.08
8 -59(SP) 50.01 2.13 47.88 3.96 46.05
A-60(SP) 51.05 1.85 49.20 3.27 47.78
1219/99 10:14 AM
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TABLE '1
GROUNDWATER ELEVATIONS - REIGEL RIDGE LANDFILL -
COLUMBUS COUNTY, NORTH CAROLINA
TITAN PROJECT NO. 20-8382.01
TOP OF "
PIEZOMETER CASING ELEV. DEPTH-T.O.C. ELEVATION ELEVATION DATE ELEVATION iFEE7) "
NUMBER (FEET) (FEET (FEET) (FEET) (FEET)
A-1(SP) 51.52 50.06 Aug-99 47.07 2.98"
"
A-2(SP) . 52.12 48.14 Aug-99 46.80 1.34.
A-3(SP) 51.64.': 49.16 Au 99 47:59 1_.57
A-4(SP) 52.22"" -_" 49:55 Au -99
" 48.17 1.38
A-5(SP) 53.77 " 51.46 Aug-99 ' 48.90 2.56.
A-6(SP) 53.61 51.22 Mar-99 49.42 1.80
A-7(SP). .57-96 54.32 Mar-99 52.83 1.49
A-B(SP) 51.4Q 46.68 Feb-99 44:86 1.82
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A-10(SP) 53.06: 49.40 Mar-99 47.95
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A?10(DP 5316 49:91 Mar-99 48.44
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A• 11SP) 53.15 49.94 Nov-99 7i7 2.42 -
A-12(SP) 54.02 50.11 : ". Feb-99 47.79 2.32
A-13(SP) 53.89 51.01 Feb-99 48.54 2.47
A-14(SP) 57.56 53.01 Feb-99 51.09 1.92
A-15(SP) 59.66 58.06 Feb-99 55.56. 2.50
A-16(SP) ' 59.48 57.18. Feb-99 54.1.1 3.07
A -17(SP) 47.84: Feb-99 45.26 2.58-
A-18(SP)' 51.17 49.55 Nov-99 47.35 2.20
A-19(SP)- 53.42 49.91 Feb-99 48.74 1.17
A-20(SP) 53.29. " 51.63 Nov-99 '. 49.92 1.11
:A-21(SPF 5424 52.13 Feb-99 49.75 2:38
A-21 (DP) 53.38 50.33
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A-22(SP) 55.39 52.49 Feb-99 50.24 2.25
A-23(SP) - 58.85 56.16 - Nov-99 52.77 3.39
A-24(SP) 57:92 56.79 Feb-99 54.97 1.82
A-25(SP) 52.36 47.49 Feb-99 -44.82. 2.67
A-26(SP) 51.84. 49.50: Feb-99 47:57 1.93
A-27(SP) 53.11 49.91 Nov-99 48.47 1.44
A48(SP) 51.98 49.46 Feb-99 48.38 1.08
A-29(SP) 56.02. 52.41 Nov-99. 50.30 2.11
A-30(SP) 57.42 ":. 55.75 Nov-99
• 53.31 2.44
A-31(SP) 59.18 56.73 Feb-99 53.70 3.03
A-32(SP) 53.10 " 49:50 Mar-99 47:80 1.70
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A-33(SP) 511.98 49.22 Mar-99. 46.95 2.27
A-341SP) 52.43. 4951 Nov-99 - 48.61 0.90
A36(SP) 57.43 , 54.73 Nov-99 53.28 1.45
A-36(SP) 58.83 57.63 Nov-99 56.66 0.97
A-36(DP) 58.95: 51.20 Nov-99 4910 2.10
A-37(SP) 59.75. 57.52 Feb-99 55.15 2.37
A38(SP) 52.59" " 49.61 Nov-99 47.25 2.36
- A-39(SP) 55.53. -
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Feb-99
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A-40(SP) 58.10 55.42 Feb-99.- 54.14 1.28
`A40 (DP) 58.01 55.25 Mar-99 53.82 1.43.
A41(SP) 59.60: 57.17 Nov=99 55.37
A-42(SP) 2_47" 58.55 Feb-99 55.35 3.20
A-43(SP) 59.49 56.49 Feb-99 54.46 2.03 .
A44(SP) 58.57 54.51 Mar-99. 52.38 2.13 "
A45(SP) 57.16. 52.04" Nov-99 49.07 2.97
A46(SP) 60.64 57.48 Nov-99 . 54.94 2.64
A47(SP) 58:13 56.39 - Feb-99 54.91 1.48
A1t8(SP) 57.30 '. 55.62 Nov-99 " 54.10 1.52
A49($P) 58.20 55.20 Mar-99 52.22 2.98
A-50(SP) 53.37. 49.26 Nov-99 47.82 . 1.44
A-51(SP) 55.94 51.83 Nov-99 50.17 1.66
A-52(8 1 61.37 57.35 Nov-99 53.74 3:61-
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DATE: 11115199
BRUNSWICK COUNTY, NC DRAWN BY: JLV
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1
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APPENDIX C - LIMITATIONS

LEMnATIONS '
Subsurface Eaploration and Conditions
The boring or test pit locations and ground surface elevations given in this report should be considered
accurate only to the degree implied by the methods used to determine them.
The boring logs or test pit logs represent our interpretation of the subsurface conditions based on the field
logs, and visual examinations of samples by an engineer, geologist, or technician, in addition to tests of the
field samples. The lines designating the interfaces between various strata may be gradual.
The generalized subsurface strata and profiles described in this report are intended to convey trends in ,
subsurface conditions. The boundaries between strata are approximate and idealized. They have been
,
developed by interpretations 'of widely-spaced borings; therefore, actual subsurface conditions may vary
from those given between boring locations.
Groundwater levels have been measured or inferred in the boreholes at the times and under the conditions
stated on the boring logs. Changes in the groundwater conditions may occur due to variations in rainfall,
evaporation, construction activity, surface water runoff, and other site specific factors.
Our geotechnical services include storing the samples collected and making than available for inspection ,
for 90 days. The samples are then discarded unless our client requests otherwise.
The assessment of site environmental conditions or the presence of contaminants in the soil, rock, surface
water or groundwater of the site was beyond the scope of this geotechmcal study.
Recommendations '
The recommendations provided in this report are based on our understanding of project information given
in this report and on our interpretation of the surface and subsurface data collected. We have made our
recommendations based on our experience with similar subsurface conditions and similar projects. The
recommendations apply to the specific project discussed in this report; therefore, any changes in the project '
information should be provided to us so we may review our conclusions and recommendations and make
any appropriate modifications.
Titan Atlantic Group should be retained for a general review of the design drawings and specifications to '
verify that geotechnical recommendations are properly interpreted and implemented.
Regardless of the thoroughness of a geotechnical study, there is always a possibility that subsurface ,
conditions will be different from those at the boring or test pit locations, that conditions will not be as
anticipated by the designers or contractors, or that the construction process will alter soil conditions.
Therefore, the geotechnical engineer's representative should observe the site preparation,. earthwork, '
foundation construction, floor slab construction, below-grade wall construction, and pavement
construction to confirm that the conditions indicated by the geotechnical exploration actually exist. We
recommend the owner or contractor retain Titan for this service since we are already familiar with the '
project, the subsurface conditions, and the intent of the recommendations and design. The conclusions
and recommendations provided in this report are subject to Titan personnel observing the construction
procedures and subsurface conditions encountered at the site.

APPENDIX D - BORING LOGS & PIEZOMETER
INSTALLATION RECORDS
DEPTH
(FT.)
0.0
3.5
6.0
8.5
I3.-`
18.'
23.:
28.
DESCRIPTION
Stiff, moist, dark brown, clayey SILT (ML)
Medium dense, moist, brown, silty fine SAND (SM)
----------------------------------------------------
Loose, wet, dark brown, silty fine SAND (SM)
:.
..
.
Firm, saturated, gray, silty CLAY (CH)
00
Firm, moist, gray, silty fine sandy CLAY (CL)
Very loose, saturated, gray, silty fine SAND (SM)
Very stiff, saturated, dark gray, coarse sandy
CLAY (CL)
Medium dense to dense, saturated, light gray,
clayey coarse SAND (SC) with shell fragments
ELEV. • PENETRATION - BLOWS/FOOT
Off.)
50.72
47.22
44.72
42.22
37.22
32.22
-27.22
-22.22
10 20 30 40 60 80
•
•
•
•
•
•
•
•
•

Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-1
Boring Type: Mud Rotary DATE DRMLED 3-10-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABIWZATIONTIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
12
11
5
5
6
3
18
13
37
50

1
1
1
1
1
1
1
1
DEPTH
(FT.)
43.5
50.0
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60 80
Medium dense to dense, saturated, light gray,
clayey coarse SAND (SC) with shell fragments
Very hard, saturated, dark gray, fine sandy
clayey SELT (ML)
[PEEDEE FORMATION]
Boring terminated at 50 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
7.22
-0.72
20/0"
63
BORING LOG
BORING NUMBER A-1
DATE DRILLED 3-10-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(F'•)
0.0
3.5
6.0
7.2
DESCRIPTION ELEV.
(r_l
Stiff, moist, dark brown, clayey SILT (ML)
Medium dense, moist, brown, silty fine SAND (SM)
------------------------------•- ---•
Loose. wet, dark brown, silty fine SAND ?S
Boring terminated at 7.2 feet
Classified By: E. Norgiel
Driller: E. Norgiel/J. Vinson
Drill Rig: None
Boring Type: 3" Hand Auger
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3.19-99 3.10 24 M

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
N MONITOR WELL
50.72 Soil cuttings 0.0 to
0.6 feet.
Filter sand: 0.6 to 7.2
feet.
47.22
,• Slotted 2" PVC Screen:
4.0 to 7.2 feet.
44.72
43.52 Peizometer terminated at
7.2 feet.
r
MONITOR WELL INSTALLATION
WELL NUMBER A-1 (SP)
DATE DRILLED 3-18-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
l
1
DEPTH
0.0
0.3
3.3
r
6.0
1
i
' 13.5
r
18.5
r
23.5
r
r
28.5
r
r
r
i
r
1-
1
DESCRIPTION
To oil
?.
Firm, moist, dark brown, fine sandy SILT (ML)
Firm, moist, orange-brown and gray, silty
CLAY (CL)
Loose to medium dense, wet, light gray; -
silty fna SAND (SM)
Stiff, moist, gray, silty fine sandy CLAY (CL)
--------------------------------------------------------
Firm, wet, gray, fine to medium sandy CLAY (CL)
Medium dense, saturated, light gray, coarse
SAND (SP) with shell fragments
Loose to medium dense, saturated, gray, clayey
coarse SAND (SC) with cemented shell fragments
Classified By: E. Norgiel
Driller:, Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
- 51.12
50.82
-47.62
-45.12
-37.62
-32.62
-27.62
-22.62
• PENETRATION - BLOWS/FOOT
1 0 2 0 3 0 4 0 6 0 8 0
•
•
•
•
•
•
•
•
•
7
6
5
I1
11
6
23
8
22
23
BORING LOG
BORING NUMBER A-2
DATE DRILLED 3-10-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(yr.)
43.5
50.0
DESCRIPTION ELEV.
(FT.)
Medium dense, saturated, gray clayey coarse
SAND (SC) with cemented shell fragments.
Hard to very hard, saturated, dark gray, fine
sandy clayey SILT (ML)
[PEEDEE FORMATION)
Boring terminated at 50 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
7.62
1.12
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
•
Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-2
Boring Type: Mud Rotary DATE DRILLED 3-10-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
59/6" I
34 1
l

DEPTH
(FT.)
0.0
0.3
3.5
6.0
i
9.0

DESCRIPTION
ELEV. N
(FT.)

To oil J JJ J
Firm, moist, dark brown, fine sandy SII.T (ML)
Firm, moist, orange-brown and gray, silty
CLAY (CL)
Loose to medium dense, wet, light gray:
silty fine SAND (SM)
Boring terminated at 9.0 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: None
Boring Type: 3" Wash Rotary
. G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3.11-99 3.11 24 hr
3-19.99 3.07 9 dry

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
- 51.12
50.82
-47.62
-45.12
-42.12
MONITOR WELL INSTALLATION
WELL NUMBER A-2 (SP)
DATE DRILLED 3-10-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
MONITOR WELL
Soil Cuttings: 0.0 to 2.0
feet.
Bentonite Pellets: 2.0
to 3.0 feet.
Filter Sand: 3.0 to 9.0
feet.
Slotted 2" PVC Screen:
4.0 to 9.0 feet.
Piezometer terminated at
9.0 feet.
DEPTH DESCRIPTION ELEV. • PE NETRATI ON - BLO WS /F O OT
(Fr.)
10 20 30 40 60 80
0.0 Soft to stiff, saturated, dark gray, fine 50.79

•
•
•
8.5 42.29
•

13.5 37.29
•

•
•
28.5 Stiff, saturated, gray, fine, sandy clayey 22.29
•

33.5 17.29
•

37.0 Very hard, moist, gray, fine sandy clayey 13.79

F-i
4
12
15
12
5
5
9
25
50/4"
Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-3
Boring Type: Mud Rotary DATE DRILLED 3-10-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPrH ELEVATION STABnIZATIONTIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

sandy silty CLAY (CH)
Medium dense, saturated, light gray, silty fine
SAND (SM)
Firm to stiff, wet to saturated, light gray, fine
sandy silty CLAY (CL)

SII,T (MI.)

, coarse
Medium dense, saturated, gray, clayey
SAND (SC) with shell fragments
.
SII.T (ML)
[PEEDEE FORMATION)
? DEPTH
R.
? ,oo
1
1
1
1
1
1
1
1
1
DESCRIPTION
Very hard, moist, gray, fine sandy clayey
SILT (ML)
[PEEDEE FORMATION)
Boring terminated at 50 feet. Borehole
baclrfrlled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READWGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
-0.79
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
62
55
BORING LOG
BORING NUMBER A-3
DATE DRILLED 3-10-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
7.1
DESCRIPTION
ELEV.
N MONITOR WELL
50.79 Soil Cuttings: 0.0 to
2.8 feet.
Filter sand: 2.8 to 7.1
feet.
Slotted 1 " PVC Screen:
4.1 to 7.1 feet.
43.69 Piezometer terminated at
7.1 feet.
Soft to stiff, saturated, dark gray, fine
sandy silty CLAY (CH)
terminated at 7.1
Classified By: E. Norgiel
Driller: E. NorgieUJ. Vinson
Drill Rig: None
Boring Type: 3" Hand Auger
G ROUNDW ATER READ@I(w S
DATE TIME DEPM ELEVATION sTABR.IZATION TIME
119-99 2.01 24 M

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-3 (SP)
DATE DRILLED 3-18-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF I
TITAN ATLANTIC GROUP

1
1
i
1
1
1
1
1
1
1
1
i
1
1
1
1
DEPTH DESCRIPTION
(FT.)
0.0 PbSrZo psoil
1.0 ff to very stiff, moist to saturated, dark
wn, fi ne sandy clayey SE.T (ML)
6.0 -------------------------------------------------
Stiff, moist, light gray, fine sandy SELT. (ML)
8.5 Medium dense, wet, light gray, fine SAND (SP)
13.5 Very sofwe
gray, fine sandy clayey SILT (ML)
18.5 Stiff, moist, gray, silty medium sandy CLAY (CL)
23.5
Dense, saturated, gray, clayey coarse SAND (SC)
with shell fragments
28.5 Dense saturated, ray slightly-silty fine to
coarse SAND (SW-SM) with shell fragments
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STAIIII.IZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
51.47
-50.47
45.47
42.97
- 7-1
37.97
32.97
27.97
22.97
• PENETRATION - BLOWS/FOOT
iv A U JU 4V 60 8 0

• •
•

•
22
11
10
15
WOH
13
38
38
39
36
BORING LOG
BORING NUMBER A-4
DATE DRILLED 3-9-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
43.:
49.!
Dense, saturated, gray, slightly silty fine to
coarse SAND (SW-SM) with shell fragments

i:15:I:I:
:15:15
Very
hard, moist, gray. fine sandy clayey
SI
(MI-)
LT
(PEEDEE FORMATION)
Boring terminated at 49.8 feet. Borehole
bacidilled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
-7.97
-1.67
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80

50/3"
50/4"
BORING LOG
BORING NUMBER A-4
DATE DRILLED 3-9-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP

DEPTH
t
0.0
? ,o
6.0
7.3
DESCRIPTION
ELEV. N
(FT.)
Topsoil ++++
Stiff to very stiff, moist to saturated, dark
brown, fine sandy clayey SILT (ML)
- --------------------------------------------------------------

- , fine sandy SfLT (ML)
Stiff, [Hoist, light-gray-
Boring terminated at 7.3 feet.
Classified By: E. Norgiel
Driller: E. Norgiel/J. Vinson
Drill Rig: None
Boring Type: 3" Hand Auger
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
319.99 2.41 u hr

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL
Soil cuttings: 0.0 to
1.7 feet.
Filter Sand: 1.7 to 3.3
feet.
Slotted 1" PVC Screen:
3.3 to 7.3 feet.
Piezometer terminated
at 7.3 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-4 (SP)
DATE DRILLED 3-18-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
51.47
-50-47
-45.47
-44.17
DEPTH DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(FT.) (JET.)
10 20 30 40, 60 80
0•0 Loose to medium dense, moist to wet, light brown 52.47

•
•
6•0 46.47

8•5 43.97
•
13.5 38,97
•
18.5 33.97
•
23.5 28,97
•

TIT
:
:

1:133:
3.

•

37.0 15.47
•
Classified By: E. Norgiel BORING LOG
Driller: Bore and Core
Drill Rig: CME-45B ATV BORING NUMBER A-5
Boring Type: Mud Rotary DATE DRILLED 3-9-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT . Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
and light gray, silty- fine SANS (SM)

Firm to stiff, moist to wet, light brown and
light
gray flue sandy SILT (ML)
Loose, light gray, fine SAND (SP)
Very soft, moist, gray, fine sandy silty CLAY (CL)
Medium dense, wet, gray, clayey medium SAND (SC)
Deuce, wet, gray, slightly silty fine to coarse
SAND (SW-SM) with shell figments :1.1.1.1:

ii?
i??i:
r
:
r
rr
:1
:1
:1:1:

:i:i:i:i:
a::la
aaa:l:

ii
?i?i?i.

:rrrl
:i'i'i'i

:l:1:1:l.
:1'1'1'1'
:1:1:1'1.

:1:1'1'1"

Dense, saturated. light gray, clayey medium to
coarse SAND (SC) with shell fragments •
22
9
14
7
2
12
43
38
35
z?

u

DEPTH DESCRIPTION
(FT.)
43
50.
Dense, saturated, light gray, clayey medium to
coarse SAND (SC) with shell fragments
5
T bard, moist, gray, fine sandy clayey
SIL
[PEEDEE FORMATION)
1
Boring terminated at 49.3 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATIONTIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
-8.97
-2.47
• PENETRATION - BLOWS/FOOT
1 0 2 0 3 0 40 60 8 0

5015-
50/4"
BORING LOG
BORING NUMBER A-5
DATE DRILLED 3-9-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(F'•)
0.0
6.0
6.5
DESCRIPTION
ELEV. N
(FTA
52.47
Loose to medium dense, moist to wet, light brown
and light gray, silty fine SAND (SM)
Firm to stiff, moist to wet, light brown and
light gray fine sand SILT L
Boring terminated at 6.5 feet.
Classified By: E. Norgiel
Driller: E. Norgiel/J. Vinson
Drill Rig: None
Boring Type: 3" Hand Auger
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-19.99 2.65 24 hr

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
-46.47
45.97
MONITOR WELL
Soil cuttings: 0.0 to
0.5 feet.
Filter Sand: 0.5 to 6.5
feet.
Slotted 1" PVC Screen:
2.5 to 6.5 feet
Piezometer terminated at
6.5 feet.

II MONITOR WELL INSTALLATION gi
WELL NUMBER
DATE DRILLED
PROJECT NUMBER
PROJECT
PAGE 1 OF 1
A-5 (SP)
3-18-99
20-8382-01
Riegel Ridge Landfill
TITAN ATLANTIC GROUP
1
DEFM
1 "`
f
1
1
i 8.
1
18.5
1
1
1
1
? »A
1
1
DESCRIPTION
0 Soft to stiff, saturated, brown and gray,
silty C Y (CH)

Medium dense, saturated, light gray, silty fine
SAND (SM)
Firm, saturated, gray, fine sandy clayey SU T (ML)
Stiff, moist, gray, silty, CLAY (CL)
Very dense saturated gray clayey coarse SAND (SC)

with shell fragments
5
5
ELEV.
52.86
-44.36
-39.36
-34.36
19.86
• PENETRATION - BLOWS/FOOT
1 0 2 0 3 0 40 6 0 8 0
•
•
•
•
•
•
•
•

Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-6
Boring Type: Mud Rotary
GROUNDWATER READ24M DATE DRILLED
PROJECT NUMBER 3-11-99
20-8382-01
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2

TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
5
3
15
18
5
12
14
9
5010" 1
71 1
DEPTH
(FT.)
50.0
DESCRIPTION
Medium dense to dense, saturated, gray, clayey
coarse SAND (SC} with shell. fragments
Boring terminated at 50 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill. Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPPH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
• PENETRATION BLOWS/FOOT
10 20 30 40 60 80
0
-2.86
25
32
BORING LOG
BORING NUMBER A-6
DATE DRILLED 3-11-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP

i
1
1
i
i
1
DEPTH
(FT")
0.0
7.1
DESCRIPTION
ELEV.
Soft to stiff, saturated, brown and gray,
silty CLAY (CH)
Boring terminated at 7.1 feet.
52.86
45.76
N
MONITOR WELL
Soil Cuttings: 0.0 to
0.6 feet.
Filter Sand: 0.6 to 7.1
feet.
Slotted I" PVC Screen:
3.1 to 7.1 feet.
Piezometer terminated at
7.1 feet.
Classified By: E. Norgiel
Driller: E. Norgiel/J. Vinson
Drill Rig: None
Boring Type: 3" Hand Auger
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
G ROUNDW ATER READING S
DATE TIME DEPrH ELEVATION STABILIZATION TIME
119.99 1.49 24 M

MONITOR WELL INSTALLATION
WELL NUMBER A-6 (SP)
DATE DRILLED 3-18-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(]FT.)
0.0
6.0
8.5
13.5
28.5
37.0
DESCRIPTION
Very soft to stiff, moist, orange-brown, fine
sandy silty CLAY (CL)
Loose, saturated, light gray, silty fine
SAND (SM)
Stiff, saturated, light gray, clayey SILT (ML)
--------------------------------------------------------
Very soft, saturated, Bray, fine sandy clayey
SII.T (ML)
Firm, saturated, gray, silty, CLAY (CI)
Loose, saturated, gray, clayey coarse SAND (SC)
with shell fragments
ELEV.
(FT.)
56.95
-50.95
-48.45
-43.45
-28.45
-19.95
• PENETRATION - BLOWS/FOOT
P
1 0 2 0 3 0 4 0 6 0 8 0
•
•
•

•
•
•
•
•
Classified By: E. Norgiel BORING LOG
Driller: Bore and Core
Drill Rig: CME-45B ATV BORING NUMBER A-7
Boring Type: Mud Rotary DATE DRILLED 3-9-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEFM ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
10
2
9
.13
2
2
2
5
7
8

1
DEPTH DESCRIPTION
Wr-)
43.:
50.(
Loose, saturated, gray, clayey coarse SAND (SC)
with shell fragments.
Very stiff, moist, gray, fine sandy clayey
SILT (bII..)
[PEEDEE FORMATION)
Boring terminated at 50 feet., Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEM ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
-13.45
-6.95
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
•
16
21
BORING LOG
BORING NUMBER A-7
DATE DRILLED 3-9-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
6.0
8.5
9.0
DESCRIPTION
ELEV.
(Fr.)
N MONITOR WELL
56.95 Soil Cuttings: 0.0 to
2.2 feet.
Bentonite Pellets:
2.2 to 3.2 feet.
Filter Sand: 3.2 to 9.0
feet.
Slotted 2" PVC Screen:
4.2 to 9.0 feet.
50.95
48.45
47.95 Piezometer terminated at
9.0 feet.
Very soft to stiff. moist, orange-brown, fine
sandy silty CLAY (CL)
Loose, saturated, light gray, silty fine
SAND (SM)
Stiff, saturated, light gray. cla a SILT
Boring terminated at 9.0 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3-1/4" ID HSA
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
110-99 2.91 24 hr
119.99 2.80 today

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-7 (SP)
DATE DRILLED 3-9-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
1
1
DEPTH DESCRIPTION

0.0 Firm, moist, brown, fine sandy clayey

3
5
. Firm to stiff, moist, brown, fine sandy
CLAY (CL)

8.5 Stiff, moist, light gray, fine sandy claye
SILT (ML)

13.5 Medium dense, saturated, light orange,
SAND (SM)

18.5 Firm, moist, gray, fine sandy clayey S
R

23.5 Very soft, saturated, gray, medium sand
CLAY (CL)

28.5
Medium dense, saturated, gray, clayey
SAND (SC) with shell fragments

32.0 Stiff to very stiff, saturated, gray, silty
CLAY (CL) with shell fragments.

SILT (ML)
silty
y
silty fine
.T (ML)
silty
y
coarse

1:1 :T

Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILMATION TIME

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
50.45
-46.95
-41.95
-36.95
- 31.95
-26.95
-21.95
-18.45
• PENETRATION - BLOWS/FOOT
1 0 2 0 3 0 4 0 6 0 80

8
7
12
13
30
7
2
12
13
27
BORING LOG
BORING NUMBER A-8
DATE DRH LED 3-12-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(F'•)
40.0
42.0
48.5
50.0
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
Stiff to very stiff, saturated, gray, silty
CLAY (CL) with shell fragments
Loose, saturated, gray, clayey coarse SAND (SC)
Hard, moist, gray, fine sandy clayey SILT (ML)
[PEEDEE FORMATION)
Boring terminated at 50 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
- 10.45
-8.45
-1.95
-0.45
0
0
Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CUM-550 ATV BORING NUMBER A-8
Boring Type: Mud Rotary DATE DRILLED 3-12-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEFrH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
8 1
34 1

1
1
1
i
1
1
1
1
1
1
1
1
1
1
1
1
1
i
DEPTH
(F'•)
0.0
3.5
8.5
8.9
DESCRIPTION
ELEV. N
(FT.)
Firm, moist, brown, fine sandy clayey SILT (ML)
Firm to stiff, moist, brown, fine sandy silty
CLAY (CL)
Stiff, moist, light gray, fine sandy clayey
SILT L
Boring terminated at 8.9 feet.
'Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-12-99 3.74 TOB
3.19-99 3.91 7 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
50.45
-46.95
-41.95
- 41.55

MONITOR WELL INSTALLATION
WELL NUMBER A-8 (SP)
DATE DRILLED 3-12-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
MONITOR WELL
Soil Cuttings: 0.0 to
2.0 feet.
Bentonite Pellets: 2.0
to 3.0 feet.
• Filter Sand: 3.0 to 8.9
feet.
Slotted 2" PVC Screen:
4.0 to 8.9 feet.
Piezometer terminated at
8.9 feet.
DEPTH
(FT.)
0.0
0.8
6.0
18.5
23.5
27.0
32.0
DESCRIPTION
Topsoil
Soft to firm, moist, brown and gray, fine
sandy silty CLAY (CL)
Medium dense to loose, saturated, light gray,
silty fine SAND (SM)
Loose, saturated, light gray, clayey fine
SAND (SC)
- ON
Loose, saturated, dark gray, coarse SAND (SP)
Firm, saturated, gray, silty CLAY (CL) with shell
fragments
Medium dense, saturated, gray, clayey coarse
SAND (SC) with shell fragments
4
6
11
8
6
9
6
8
16
14
Classified By: E. Norgiel BORING LOG
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig BORING NUMBER A-9
Boring Type: Mud Rotary DATE DRILLED 3-10-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV. • PENETRATION BLOWS/FOOT
_ 10 20 30 40 60 80
50.95
-50.15
-44.95

•
-32.45
•
-27.45
•
-23.95
•
-18.95
•
•
t
1
1
1
1
1
1
i
DEPTH DESCRIPTION
(FT.)
47.1
48.1
Medium dense, saturated, gray, clayey coarse
SAND (SC) with shell fragments
I
T hard, moist, gray, fine sandy clayey
L
SE LT
[PEEDEE FORMATION]
Boring terminated at 48.9 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
Classified By: ' E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(Fr.)
-3.95
-2.05
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
20
50/5"
BORING LOG
BORING NUMBER A-9
DATE DRILLED 3-10-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
. 0.0
0.8
6.0
8.1
DESCRIPTION
ELEV.
ti'I•.)
N MONITOR WELL
50.95 Soil Cuttings: 0.0 to
50.15 1.9 feet.
Bentonite Pellets: 1.9
to 2.9 feet.
,• Filter Sand: 2.9 to 8.7
feet.
Slotted 2" PVC Screen: .
3.9 to 8.7 feet.
44.95
42.25 Piezometer terminated at
8.7 feet.

Topsoil JJYJ
++++
Soft to firm, moist, brown and gray, fine
sandy silty CLAY (CL)
Medium dense to loose, saturated, light gray,
silty fine SAND (SM)
Boring terminated at 8.7 feet.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring'Type: 3" Wash Rotary
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
111-99 2.44 241r
119-99 2.76 7 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-9 (SP)
DATE DRILLED 3-10-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP

DEPTH
(FT.)
0.0
6.0
13.5
18.5
22.0
27.0
DESCRIPTION
Stiff, moist, orange-brown and gray, fine sandy
silty CLAY (CL)
Loose to medium dense. moist, light gray; clayey
fine SAND (SC)
Loose, wet, gray, clayey, silty fine SAND (SM)
Soft, moist, gray, silty CLAY (CH)
Stiff saturated gray silty CLAY (CL), with shell
fragments
Medium dense, saturated, gray, clayey medium to
coarse SAND (SC) with shell fragments
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
G ROUNDW ATER READING S
DATE TIME DEFrH ELEVATION STABILIZATION TIME

3-18-99 260 17 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
52.51
27 ]
MONITOR WELL
Soil Cuttings: 0.0 to
7.2 feet.
Bentonite Pellets: 7.2
F to 8.2 feet.
• Filter Sand: 8.2 to 19.1
feet.
Slotted 2" PVC Screen:
9.2 to 19.1 feet.
Piezometer terminated
at 19.1 feet.
Cement-bentonite grout
from 19.1 to 50.0 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-10(DP)
DATE DRILLED 3-1-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
-46.51
N
11
10
6
13
-39.01
7
-34.01
4
-30.51
11
-25.51
14
28
DEPTH
(FT.)
43.5
48.5
50.0
DESCRIPTION
ELEV. N MONITOR WELL
(FCJ
Medium dense, saturated, gray, clayey medium to
coarse SAND (SC) with shell fragments
Medium dense, moist, dark gray, silty fine
SAND (SM)
Very stiff, wet, dark gray, fine sandy clayey
SILT (ML)
EEDEE FORMATION)
Boring terminated at 50 feet. Borehole
backfilled with cement bentonite grout from 19.1
to 50.0 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
G ROUNDWATER READING S
DATE TIME DEPfH ELEVATION STABUMATION TIME

3-18-99 2.60 17 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
9.01
-4.01
-2.51
11 MONITOR WELL INSTALLATION .11
WELL NUMBER
DATE DRILLED
PROTECT NUMBER
PROJECT
PAGE 2 OF 2
A-10(DP)
3-1-99
20-8382-01
Riegel Ridge Landfill
TITAN ATLANTIC GROUP

DEFM
' so
1
` ao
' ,o
i
1
1
1
1
1
1
1
1
f
1
1
1
DESCRIPTION
ELEV. N
(FT.)
Stiff, moist, orange-brown and gray, fine sandy
silty CLAY (CL)
Loose to medium dense, moist, light gray, clayey
';me SAND (SC)
Boring terminated at 9.0 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3.11-99 3.10 10 day
3-18.99 7-76 18 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
Piezometer terminated
at 9.0 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-10(SP)
DATE DRILLED 3-1-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
51.97
MONITOR WELL
Soil Cuttings: 0.0 to
2.1 feet.
Bentonite Pellets: 2.1
to 3.1 feet.
Filter Sand: 3.1 to 9.0
feet.
Slotted 2" PVC Screen:
4.1 to 9.0 feet.
-45.97
-42.97
DEPTH
Wr-)
0.0
0.8
3.5
6.0
8.5
13.5
18.5
23.5
27A
37.(
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOO'T'
(FT.)
Topsoil
"'
JJJ
Soft, moist, brown; silty CLAY (CH)
Very soft, moist, gray, silty CLAY (CH) with
organics
Firm, saturated, brown and gray, fine sandy silty
CLAY (CL)
Z/A
Loose to loose, saturated, light gray, silty
fine SAND (SK
Very loose, wet, gray, silty fine SAND (SM)
Firm, moist, gray, fine sandy silty CLAY CL)
Very soft, saturated, dark gray, silty, CLAY (CH)
-----------------rd---------------------------------•-----
Very soft to ha, saturated, gray, CLAY (CH)
with shell fragments
Medium dense, saturated, gray, clayey coarse SAND
(SC) with shell fragments
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
52.15
51.35
48.65
46.15
43.65
-38.65
-33.65
-28.65
-25.15
-15.15
1 0 2 0 3 0 4 0 6 0 8 0
•
•
•
•
•
•

•
•
•
3
2
5
7
3
6
WOH I.,
2 I
37 1
22 111
BORING LOG
BORING NUMBER A-11
DATE DRILLED 3-10-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP

i
1
1
r
w
i
DEPTH DESCRIPTION
(FT.)
43.5
50.0
Medium dense, saturtaed, gray, clayey coarse SAND
(SC) with shell fragments
Very hard, moist, gray, fine sandy clayey
SILT (ML)
[PEEDEE FORMATION]
Boring terminated at 50 feet. Borehole
backffiled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
-8.65
-2.15
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
51
53
BORING LOG
BORING NUMBER A-11
DATE DRILLED 3-10-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
0.8
3.5
6.0
8.5
9.0
DESCRIPTION
ELEV.
OT.)

Topsoil JJJJ

J J J J
Soft, moist, brown, silty CLAY (CH)
ry gray, soft, moist, gray, silty CLAY (CH) with
organics
Firm, saturated, brown and gray, fine sandy silty
CLAY (CL)
Loose to loose, saturated, light gray, silty
fine SAND S
Boring terminated at 9.0 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDW ATER READBJG S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
111-99 251 24 M
119.99 239 9 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
52.15
51.35
48.65
46.15
43.65
43.15
N MONITOR WELL
Soil Cuttings: 0.0 to
r ?t r ?t 2.2 feet.
Bentonite Pellets: 2.2
to 3.2 feet.
Filter Sand: 3.2 to 4.2
feet.
Slotted 2" PVC Screen:
4.2 to 9.0 feet.
I Piemmeter terminated
at 9.0 feet.
1
i
r
w
MONITOR WELL INSTALLATION 11
WELL NUMBER A-11(SP)
DATE DRILLED 3-10-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP_

DEPTH
(FT.)
0.0
1.0
3.5
6.0
8.5
18.5
27.0
DESCRIPTION
Topsoil
+++
Stiff, moist, gray, silty CLAY (CL)
Loose, moist, light gray, silty fine SAND (SM)
Soft, moist, dark gray, silty CLAY (CL)
Very loose, moist, gray, clayey silty fine
SAND (SM)
Stiff to very soft, moist, gray, medium sandy
silty CLAY (CL)
Stiff to very stiff saturated gray silty CLAY (CL)
with shell fragments
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
53.12
-52.12
-49.62
-47.12
-44.62
-34.62
-26.12
0 PENETRATION - BLOWS/FOOT
1 0 2 0 3 0 4 0 6 0 8 0
•
•
•
•
•
•
•

•
•
9
6
3
3
3
9
1/18"
10
11
18
BORING LOG
BORING NUMBER A-12
DATE DRILLED 3-9-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH DESCRIP'T'ION ELEV. • PENETRATION - BLOWS/FOOT
(FT.) (FT')
10 20 30 40 60 80
43.5
50.0
Stiff to very stiff saturated gray silty CLAY (CL)
with shell fragments .
Very stiff to hard, gray, fine sandy clayey
SILT (ML)
(PEEDEE FORMATION]
Boring terminated at 50 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
30 1
40 1
Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-12
Boring Type: Mud Rotary DATE DRILLED 3-9-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEM ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
9.62
3.12

DEPTH DESCRIPTION
(FT.)
0.0
1.0
3.5
f ,o
8.5
t
t
ELEV. N
(Fr.)
53.12
-52.12
-49.62
-47.12
-44.62
-44.02
Topsoil
++++
Stiff, moist, gray, silly. CLAY (CL)
Loose, moist, light gray, silty fine SAND (SM)
Soft, moist, dark grey, silty CLAY (CL)
clayey silty fine
moist
gray
Very loose
,
,
,
SAND S
Boring terminated at 9.1 feet.
,,.Classified By: E. Norgiel
`r Driller: Carolina Drilling
-N. Drill Rig: CME-550 ATV
Bor#t; Type: 3" Wash Rotary

G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-11-99 3.17 2 day
3-19.99 3.18 10 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL
Soil Cuttings: 0.0 to
2.3 feet.
Bentonite Pellets: 2.3
to 3.3 feet.
Filter Sand: 3.3 to 9.1
feet.
Slotted 2" PVC Screen:
4.3 to 9.1 feet.
Piezometer terminated
at 9.1 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-12(SP)
DATE DRILLED 3-9-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP

DEPTH
(FT.)
0.0
1.0
3.5
6.0
8.5
18.'
23.;
28.
33
34.19
29.19
-24.19
-19.19
6
6
7
2

2
8
2
7
14
38.5 14.19 20/0"
Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-13
Mud R DATE DRILLED .2-23-99

Boring Type. otary II
GROUNDWATER READWGS [PROJECT NUMBER 20-8382-O1
DATE TIME DEM STABumATION TIME JECT Riegel Ridge Landfill
E 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
DESCRIPTION
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
52.69
51.69
49.19
46.69
44.19
Topsoil
Firm. moist, brown and gray, silty CLAY (CH)
Loose, moist, light gray, clayey silty fine
SAND (SM)
Loose, saturated, light gray, fine SAND (SW)
Very soft, saturated, fight gray, fine sandy
clayey SELT (ML)
Firm, moist. light gray, silty fine sandy
CLAY (CL)
i Very soft, saturated, gray, silty CLAY (CH)
9 Firm, saturated. gray, fine sandy clayey SILT (ML)
S Stiff, saturated, silty CLAY (CL) with
gran. shell fragments
Very dense. saturated. gray. sl. cemented silty
fine to coarse SAND (SM) w/shell fragments
10 20 30 40 60 80
•
•
•
•
•
•
•
•
•

DEPTH
? 40.0
43*1
? 50.0
1
1
1
1
1
r
r
DESCRIPTION
Very dense, saturated, gray, slightly cemented
silty fine to coarse SAND (SM) with shell
fragments
Dense to medium dense, moist, gray, silty fine
SAND (SM)
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
12.69
-9.19
-2.69
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80

0
45
24
BORING LOG
BORING NUMBER A-13
DATE DRILLED 2-23-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
1.0
3.5
6.a
8.1
81
DESCRIPTION
ELEV.
Wr.)
N MONITOR WELL
52.69 Sold Cuttings: 0.0 to
51.69 1.8 feet.
Bentonite Pellets: 1.8
to 2.8 feet.
• Filter Sand: 2.8 to 8.6
49.19 feet.
' Slotted 2" PVC Screen:
3.8 to 8.6 feet.
46.69
44.19 Piezometer terminated at
44.09 8.6 feet.
Topsoil • • ?'
Firm, moist, brown and gray. silty CLAY (Cl)
Loose, moist, light gray. clayey silty fine
SAND (SK
Loose, saturated, light gray, tine SAND (SW)
Very soft. saturated, light gray, fine sandy
clayey SILT ML)
Boring terminated at 8.6 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDW ATER READING S
DATE TIME DEPrH ELEVATION STABmizATim-n tE
2.21-99 1.66 24 M
119-9 1.88 24 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

MONITOR WELL INSTALLATION
WELL NUMBER A-13(SP)
DATE DRILLED 2-23-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP

DEPTH DESCRIPTION
(FT.)
0.0 Topsoil
0.7 Finn to stiff, moist, brown, fine'sandy
CLAY (CL)

8.5 Loose wet, light orange, silty fine SA
--- -
----- --°--------- ------ -
13.5 -
fine
Very loose, saturated, gray, silty

18.5 Stiff to very soft, moist, gray, silty fin
CLAY (CL)

28.5 - ------------------------------------
ry soft, Wet, gray. fine sandy silty
Ve
?
33.5
Very stiff, wet, gray, fine sandy clay
with shell fragments

38.5 Stiff, saturated gray, silty CLAY (C
?++
silty
ND (SM)
- - - - - ---- -
- - •- -
SAND (SM)
e sandy
------------------
CLAY (CL)
SILT (MI )

ey
L) with shell
fragments

Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
G ROUNDW ATER READRiGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME

SEE KEY SHEET FOR EXPLANATION
' OF SYMBOLS AND ABBREVIATIONS
ELEV.
(F'1'•)
56.01
55.31
47.51
42.51
-37.51
-27.51
-22.51
-17.51
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
•
•
•
•
•
•
•
•
•
7
7
11
10
4
13
2
1
17
14
BORING LOG
BORING NUMBER A-14
DATE DRILLED 2-24-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(Fr.)
43.5
50.U
DESCRIPTION ELEV. • PENETRATION - BL0Wb/kUUv
(Fr.)
10 20 30 40 60 80
Stiff, satur ated, gray, silty CLAY (CL) with
shell fragments
Stiff to hard, moist, gray, fine sandy SILT (ML)
[PEEDEE FORMATION]
Boring terminated at 50 feet. Borehole
backfilledwith cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READW
DATE TIME DEPTH ELEVATION sTAsnJZAT10NTIME
12.51
6.01

BORING NUMBER
DATE DRILLED
PROJECT NUMBER
PROJECT
PAGE 2 OF 2
BORING LOG
A-14
2-24-99
20-8382-01
Riegel Ridge Landfill
10
45
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

DEFM
0.0
? o,
8.3
1
1
i
l
1
1
Y
1
DESCRIPTION
ELEV. N
(FT.)

Topsoil JJ
Firm to stiff, moist, brown, fine sandy silty
CLAY (CL)
Boring terminated at 8.3 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary

G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
2-23-99 2.96 24 n.
11499 3.29 23 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL
Soil Cuttings: 0.0 to
1.4 feet.
Betonite Pellets: 1.4 to
2.4 feet.
. Filter Sand: 2.4 to 8.3
feet.
Slotted 2" PVC Screen:
3.4 to 8.3 feet.
Piezometer terminated at
8.3 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-14(SP)
DATE DRILLED 2-24-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
56.01
-55.31
-47.71
DEPTH
(FT.)
0.0
0.5
6.0
8.5
23.:
38.
DESCRIPTION
'Topsoil
Firm to stiff, moist, light brown and
orange-brown, fine sandy silty CLAY (CL)
P/z
Stiff, moist, light brown, fine sandy clayey
SILT (ML)
Very loose, saturated, gray, silty fine
SAND (SU)
Soft to stiff, moist to wet, dark gray, silty
CLAY (CH)

5 Very dense, saturated, gray, cemented, silty
SAND (SM) and shell fragments
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
58.86
58.36
52.86
50.36
35.36
-20.36
10 20 30 40 60 80
•
•

• •
•
•
•
•
•
T- 1 I I I I
Classified By: E. Norgiel BORING LOG
Driller: Bore and Core
Drill Rig: CUE-45B ATV BORING NUMBER A-15
Boring Type: Mud Rotary DATE DRILLED 2-23-99
GROllNDWATER READnaGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

6
9
11
3
3
3
11
3
5
5010"

DEPTH
41.3
1
1
1
1
1
i
1
1
1
1
1
1
1
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60 80
Tricone refusal encountered at 41.3 feet. Boring
terminated. Borehole backfilled widen
cement-bemonite grout. Groundwater not measured.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPM ELEVATION STABILIZATION TIME .
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
17.56
BORING LOG
BORING NUMBER A-15
DATE DRILLED 2-23-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
0.5
6.0
8.5
9.4
DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
58.86 Soil Cuttings: 0.0 to
58.36 2.5 feet.
Bentonite Pellets: 2.5
to 3.5 feet.
• Filter Sand: 3.5 to 9.4
feet.
,• Slotted 2" PVC Screen: 4.
5 to 9.4 feet.
52.86
50.36
49.46 Piezometer terminated at
9.4 feet.
'Topsoil
Finn to stiff, [Hoist, light brown and orange-
brown, fine sandy silty CLAY (CL)
Stiff, moist, light brown, fine sandy clayey.
SILT (ML)
Very loose, saturated. gray, silty fine SAND (SM)
Boring terminated at 9.4 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3-1/4" ID HSA
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABRIZATION TIME
2-24-99 MCI 24 hr
119-99 2.04 24 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-15(SP)
DATE DRILLED 2-23-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
Z
Z
TITAN ATLANTIC GROUP

' DEPTH
(FT.)
0.0
0.9
3.5
6.0
8.5
18.5
1
23.5
28.5
33.5
' 38.5
DESCRIPTION
Topsoil
Medium dense, moist, light gray, fine SAND (SP)
Medium dense, moist, brown, silty fine SAND (SK
Dense, wet, light gray, slightly silty fine
SAND (SP-SM) c i 7 a.
t taa?l
t'tjy+.
------------------------ ----------------------------

Loose to very loose, saturated, light gray,
3.1
4 XI
slightly silty fine SAND (SP-SM) ?'r) ;i;
t i3 XI
:f1 a i,
rt7?:r'
'
r'ii9
ti a?r
Ct}i4.
rc?ar
;ti•l:r e
Lt1.1T
'
tj.1A.
t

N :r'}
Lt?y:l'
.t!:r: I
l'CJyJ.
Very loose, saturated, gray, clayey fine SAND (SC)
- Me -,
Stiff, moist, fine sandy CLAY (CL)
Soft, wet, gray, silty CLAY (CH)
Very stiff, saturated, gray, silty CLAY (CL) with
cemented shell fragments
Very dense, saturated, gray, cemented silty
SAND (SK and shell fragments
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPM ELEVATION SfAZJLIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT,)
58.18
57.28
54.68
52.18
49.68
-39.68
-34.68
-29.68
-24.68
-19.68
• PENETRATION - BLOWS/FOOT
1 0 2 0 30 4 0 6 0 80
•
•
•
•
•

•
•

18
25
49
5
4
2
10
4
23
5011
BORING LOG
BORING NUMBER A-16
DATE DRILLED 2-25-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH DESCRIPTION
(FT.)
43.5
50.(
ELEV. • PENETRATION - BLOWS/FOOT
(yr.)
10 20 30 40 60 80
Very dense, saturated, gray, cemented silty
SAND (SM) and shell fragments
Medium dense to dense, saturated, gray and white, ' ss
slightly clayey coarse SAND (SP-SC)

.z:l.

y:i.

%r:z.

Boring terminated at 50 feet. Borehole backfiilled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Bon and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATtoN sTABtLIZATtoN TIME
14.68
8.18
•
0
27
34
t
BORING NUMBER
DATE DRILLED
PROJECT NUMBER
PROJECT
PAGE 2 OF 2
BORING LOG
A-16
2-25-99
20-8382-01
Riegel Ridge Landfill
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

' DEPTH
(T•)
0.0
' 0.9
3.5
6.0
8.5
8.6

DESCRIMON
ELEV. N
(FT.)
Topsoil
Medium dense, moisG.light gray, fine SAND (SP)
Medium dense, hoist, brown, silty fine SAND (SM)
Dense, wet, light gray, slightly silty fine 4;W;-;
SAND (SP-SM) 7:C t t 1
I *;; t
-------------------------------------------------------
--------
Loose to very loose, saturated, light gray,
.slightly silty fine SAND SP-S
Boring terminated at 8.6 feet.
' Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
' Boring Type: 3-1/4" ID HSA
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
2-27-99 1.03 2 day
3.18-99 1.01 21 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
- 58.18
-57.28
-54.68
-52.18
= 49.68
49.58
MONITOR WELL
Soil Cuttings: 0.0 to
1.7 feet.
_ Bemonite Pellets: 1.7
to 2.7 feet.
• Filter Sand: 2.7 to 8.6
feet.
• Slotted 2" PVC Screen: 3.
7 to 8.6 feet.
Piezometer terminated
at 8.6 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-16(SP)
DATE DRILLED 2-25-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(yr.) DESCRIP'T'ION
( E
FT.)

10 LEV

20

30

40

60 .

80
0.0 Firm to very soft, moist to saturated, brown, fine
sandy clayey SILT (ML) 49.3

8
WOH
43
3
6.0 Soft, saturated, gray, fine sandy silty CLAY (CL) . 3
8.5

------------------------------
-------------
------------
Stiff, saturated, gray, fine sandy silty
CLAY (CL) with organics

0
/ 40.8

0
//
/
35.8
13.5 Soft, saturated, light brown, slightly fine sandy ? 3
ey SILT (ML)
cla
y
30.8
18.5 Soft, moist, light gray,' fine sandy silty 4
CLAY (CL)

25.8
23.5 Loose, saturated, black, clayey silty medium
SAND (SM) 4

' 20.8
28.5 Stiff, saturated, gray, coarse sandy CLAY (CL) 9
with shell fragments

33.5 - ------------
Very soft tu hard. saturated gray sandy silty -
32
with shell fragments
CLAY (CL)
,
2
Classified By: E. Norgiel BOFAN G LUU

Driller. Mid Atlantic Drilling
MBER
A-17
Drill Rig: Track Rig E ED
r 3-11-99
Boring Type: Mud Rotary UMBER
PROJECT 20-8382-01
GROUNDWATERREAD INGS
DATE TIME DEr'rH ELEVATION sTABnAzATIONTIME Riegel Ridge Landfill

TITAN ATLANTIC GROUP
FOR EXPLANATION
SEE KEY SHEET
OF SYMBOLS AND ABBREVIATIONS

i
i
DEPTH
(Fr.)
43.5
50.a
DESCRIPTION ELEV. • PENETRATION - BLOWSIFOOT
(FT.)
10 20 30 40 60 80
Very soft, saturated, gray, sandy silty CLAY (CL)
with shell fragments
Very hard to hard, moist, gray, fine sandy clayey
SILT (ML)
[PEEDEE FORMATION]
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPti ELEVATION STABILIZATION TIME
5.8
-0.7
50/5" 1
38
I[- BORING LOG
BORING NUMBER A-17
DATE DRILLED 3-11-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
11 TITAN ATLANTIC GROUP
DEPTH
(yr.)
0.0
6.0
8.5
8.8
DESCRIPTION
ELEV. N MONITOR WELL
Firm to very soft, moist to saturated, brown, fine
sandy clayey SILT (ML)
Soft, saturated, gray, fine sandy silty CLAY (CL)
-------------------------------------------------------------------
Stiff, saturated, gay. fine sandy silty
CLAY CL with organics
Boring terminated at 8.8 feet.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: 3" Wash Rotary
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3.12-99 1.49 24 M
3.19-99 2.72 8 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
49.3
43.3
-40.8
40.5
M:

11 MONITOR WELL INSTALLATION .11
WELL NUMBER
DATE DRILLED
PROJECT NUMBER
PROJECT
PAGE 1 OF 1
TITAN ATLANTIC GROUP
Soil Cuttings: 0.0 to
2.0 feet.
Bentonite Pellets: 2.0
to 3.0 feet.
Filter Sand: 3.0 to 8.8
feet.
Slotted 2" PVC Screen: 4.
0 go 8.8 feet.
Piezometer terminated at
8.8 feet.
A-17(SP)
3-11-99
20-8382-01
Riegel Ridge Landfill

DEPTH
0.0
,
? a
? .o
1
1
i
1
i
1 a
i
1
1
1
1
1
1
DESCRIPTION
Topsoil
Firm to soft, moist, orange-brown, silty CLAY (CH)
Loose, saturated, light gray, silty fine SAND (SM)
Very soft to soft, moist, gray, fine sandy silty
CLAY (CL)
,
5 Medium dense, saturated, gray, clayey medium to Zj
coarse SAND (SC) with shell fragments 5
classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
50.12
49.42
44.12
31.62
21.62
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
•
•
•
•
•

•
•

6
4
6
10
6
4
WOR
17
18
21
BORING LOG
BORING NUMBER
DATE DRILLED
PROJECT NUMBER
PROJECT
PAGE 1 OF 2
A-18
3-10-99
20-8382-01
Riegel Ridge Landfill
TITAN ATLANTIC GROUP
DEPTH
(FT.)
40.0
48.5
50.a
DESCRIPTION
Dense saturated gray clayey fine to coarse
SAND (SC) with shell fragments
Very, stiff, moist, gray. fine sandy clayey
SILT (ML)
EEDEE FORMATION]
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller. Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
10.12
? Y?1VL?"11(A l lvi? - yi.v rr ?i r w a
10 20 30 40 60 80
49
-1.62
-0.12
•
24
an
1
BORING NUMBER
DATE DRILLED
PROJECT NUMBER
PROJECT
PAGE 2 OF 2
BORING LOG
A-18
3-10-99
20-8382-01
Riegel Ridge Landfill
TITAN ATLANTIC GROUP

DEPTH
0.0
? o,
' .o
' ,a
t
1
1
1
1
1
DESCRIPTION
ELEV. N
(FT.)

To it JJ J
Firm to soft, moist, orange-brown, silty CLAY (CH)
Loose, saturated, light gray, spry fine SAND (SM).
Boring terminated at 9.0 feet.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEITH ELEVATION STABILIZATION TIME
111-99 3.52 24 hr
119-99 0.76 9 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL
Soil Cuttings: 0.0 to
2.1 feet.
Bentonite Pellets: 2.1
to 3.1 feet.
• Filter Sand: 3.1 to 9.0
feet.
Slotted 2" PVC Screen:
4.1 to 9.0 feet.
Piezometer terminated at
9.0 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-18(SP)
DATE DRILLED 3-10-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
- 50.12
-49.42
-44.12
-41.12
DEPTH
(f'•)
0.0
0.4
3.5
6.0
13.'
18.:
23
33
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(FT.)

Topsoil JJ J
-
Firm, moist, gray and brown, fine sandy SILT (ML)
li
t
Stiff, moist, orange-brown and gray, silty
CLAY (CL)
Loose to medium dense, wet, light giay,'silty
fine SAND (SM)
-------------------------------------- ----------
ry loose, wet, gray, clayey silty fine SAND (SM)
Firm, moist, gray, silty CLAY (CH)
Z-10
Very loose to loose, wet, dark gray, clayey fine
SAND (SC)
5 --------------------------------------------------------
Medium dense to dense, light gray, clayey coarse
SAND (SC) with cemented shell fragments
52.62
52.22
49.12
46.62
39.12
34.12
29.12
-19.12
10 20 30 40 60 80
•
•
•
•
•

•
•

•
Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-19
Boring Type: Mud Rotary DATE DRILLED 3-2-99
cROtINDwATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DErm ELEVATION sTA9n izATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
8
9
8
I1
3
6
2
7
39
22

DEPTH
? eo
? ?o
i
i
i
1
1
1
DESCRIPTION
Medium dense, saturated, light-gray clayey coarse
SAND (SC) with cemented shell fragments
Hard, moist, dark brown, fine sandy SILT (ML)
[PEEDEE FORMATION] "
Boring terminated at 50 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE 71ME DEPPH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(F'•)
12.62
-4.12
-2.62
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
0
27
31
BORING LOG
BORING NUMBER A-19
DATE DRILLED 3-2-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
0.4
3.5
6.0
9.0
DESCRIPTION
ELEV.
mr_1
N MONITOR WELL
52.62 Soil Cuttings: 0.0 to
52.22 2.2 feet.
Bentonite Pellets: 2.2
to 3.2 feet.
49.12 ,• Filter Sand: 3.2 to 9.0
feet.
' Slotted 2" PVC Screen: 4.
2 to 9.0 feet.
46.62
43.62 Piezometer terminated.
at 9.0 feet.
Topsoil
"
+
J
Firm, moist. gray and brown, fine sandy SII.T (ML)
Stiff, moist, orange-brown and gray, silty
CLAY (CL)
Loose to medium dense, wet, light gray, silty
fine SAND (SM)
Borehole terminated at 9.0 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3.3.99 2.69 24 M
3.19-99 2.79 17 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
1
1
1
1
MONITOR WELL INSTALLATION
WELL NUMBER A-19(SP)
DATE DRILLED 3-2-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP

1 DEPTH
0.0
0.9
6.0
8.5
13.5
23.5
33.5
38.5
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60 80
Topsoil
Very soft to soft, moist, gray, silty CLAY (CH)
Medium dense, moist, light gray, silty fine'
SAND (SM)
Medium dense, saturated, light gray, fine to
medium SAND (SW)
Very loose to loose, saturated, light gray, clayey
silty fine SAND (SM)
Very soft, moist, gray, silty CLAY (CH)
Very loose, saturated, gray, clayey silty fine
SAND (SM)
Very hard, moist, gray, fine sandy clayey
SILT (ML) [PEEDEE FORMATION)
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DWH ELEVATION sTARILIZATIONT1ME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
51.59
50.69
-45.59
-43.09
•
•
•
-38.09
•
•
-28.09
•
-18.09
-13.09
3
1
16
16
5
2 1
2
WOR
WOR
5015"
BORING LOG
BORING NUMBER A-20
DATE DRILLED 3-2-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH DESCRIPTION
(FT.).
40.0
49.9
ELEV. YL?:PItU1KFl[lVi?-DLVn?irw>t
(FT.)
10 20 30 40 60 80
Very hard, gist, gray, fine sandy clayey
SILT (ML)
[PEEDEE FORMATION]
Boring terminated at 49.2 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not treasured.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEvrH ELEVATION STABILIZATION TIME
11.59
50/4" 1
2.39
50/3" 1

BORING NUMBER
DATE DRILLED
PROJECT NUMBER
PROJECT
PAGE 2 OF 2
BORING LOG
A-20
3-2-99
20-8382-01
Riegel Ridge Landfill
11
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
i
DEPTII
0.0
? o,
6.0
8.3
1
1
i
1
1
1
1
1
1
DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
51.59 Soil Cuttings: 0.0 to
-50.69 1.4 feet.
Bentonite Pellets: 1.4
to 2.4 feet.
• Filter Sand: 2.4 to 8.3
feet.
Slotted 2" PVC Screen:
3.4 to 8.3 feet.
-45.59
-43.29 Piezometer terminated at
8.3 feet.
Topsoil
Very soft to soft, moist, gray, silty CLAY (CH)
Medium dense, moist, light gray, silty fine
SAND (SM)
Boring terminated at 8.3 feet.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: 3" Wash Rotary

G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-5.99 0.43 3 day
3-1999 0.27 17 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-20(SP)
DATE DRILLED 3-2-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
0.8
6.0
8.5
13.!
23..
28..
38.
DESCRIPTION
Topsoil
Soft, moist. light brown and orange, fine sandy
silty CLAY (CL)
Very stiff, moist, light gray, fine sandy silty
CLAY (CL)
Loose, wet, light gray, silty fine SAND (SM)
----------- ------------------------------------------------------ ..
Very loose to loose, saturated, gray, clayey silty ....
fine SAND (SM)
Very soft, saturated, gray, clayey SILT (MH)
Loose to medium dense, saturated, light gray,
clayey coarse SAND (SC) with shell fragments
S Very hard, moist, gray, fine sandy clayey
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: 3" Mud Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME

3-18-99 265 7 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
cF"r•)
52.98
52.18
46.98
44.48
N
5
3
19
5
39.48
1
10
-29.48
WOH
-24.48
10
17
14.48 504"
MONITOR WELL
Soil Cuttings: 0.0 to
27.7 feet.
Bentonite Pellet: 27.7 to
28.7 feet.
Filter Sand: 28.7 to
39.6 feet.
Slotted 2" PVC Screen:
29.7 to 39.6 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-21(DP)
DATE DRILLED 3-3-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP

DEPTH
? no
? n,
1
1
i
1
1
t
1
1
DESCRIPTION
ELEV. N
(FT.)
-12.98
SILT EEDEE FORMATION]
Verryy hard, moist, gray, fine sandy clayey
SEL (ML)
[PEEDEE FORMATION]
Boring terminated at 49.2 feet.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: 3" Mud Rotary

G ROUNDW ATER READR40
DATE TIME DEPTH ELEVATION STABILIZATION TIME

118-99 267 7 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
-3.78
FI 50/5" 1
50/3" 1
MONITOR WELL
Piezometer terminated
at 39.6 feet. Borehole
backfilled with
cement-bentonite grout
from 39.6 to 49.2 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-21(DP)
DATE DRILLED 3-3-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
. TITAN ATLANTIC GROUP
DEPTH
(FT•)
0.0
0.8
6.0
8.5
9.0
DESCRIPTION
ELEV. N
(FT-1
53.09
'52.29

Topsoil _- _ JJJJ
JJJJ
Soft, moist, light brown and orange, fine sandy
silty CLAY (CL)
Very stiff, moist, light gray, fine sandy silty
CLAY (CL)
Loose, wet light gray, silty fine SAND S
Boring terminated at 9.0 feet.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: 3" Wash Rotary
G ROUNDW ATER "ADQJG S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
34-99 1.21 24 M
3-18-99 1.81 15 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
• 47.09
-44.59
'44.09
MONITOR WELL
Soil Cuttings: 0.0 to
2.1 feet.
Bentonite Pellet: 2.1 to
3.1 feet.
• Filter Sand: 3.1 to 9.0
feet.
Slotted 2" PVC Screen:
4.1 to 9.0 feet.
Piezometer terminated
at 9.0 feet.

IF MONITOR WELL INSTALLATION 11
WELL NUMBER
DATE DRILLED
PROJECT NUMBER
PROJECT
PAGE 1 OF 1
A-21(SP)
3-3-99
20-8382-01
Riegel Ridge Landfill
TITAN ATLANTIC GROUP

DEPTH
(T•)
0.0
0.7
r
r
8.5
r
r
r
r
23.5
r
28.5
r
33.5
r
38.5
r
r
r
DESCRIPTION

Topsoil J
Firm to stiff, moist, brown, slightly fine sandy
silty CLAY (CL)
Very loose to loose, moist to saturated, gray,
fine SAND (SP)
Soft, moist, gray, fine to medium sandy silty
CLAY (CL)
Very soft, saturated. gray, fine sandy clayey
SILT (ML)
Stiff saturated gray silty CLAY (CL), with shell
fragments
Dense, moist, gray, silty fine SAND (SM) with
shell fragments
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILITATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
54.04
53.34
-45.54
-30.54
-25.54
-20.54
-15.54
• PENETRATION - BLOWS/FOOT
1 0 2 0 3 0 4 0 6 0 8 0
•
•

•

•
•
7
10
10
6
5
4
3
WOR
13
34
BORING LOG
BORING NUMBER A-22
DATE DRILLED 2-23-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH DESCRIPTION ELEV. rrrt>r?ttxt?iivrt - ?wn?irwi
•) (Fr')
10 20 30 40 60 80
43.3
50.C
Dense. moist. gray, silty fine SAND (SM) with
shell fragments
Very stiff to hard, moist, gray. fine sandy
SII.T (M)
[PEEDEE FORMATION]
Boring terminated at 50 feet: Borehole baclfilled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CUM-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TimE DEPTH ELEVATION sTABaczAT10NTmE
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
10.54
4.04
BORING LOG
BORING NUMBER A-22
DATE DRMLED 2-23-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
21
41

DEPTH
? a,
0*0
1
1
8.5
8.6
1
1
1
1
1
1
1
1
1
1
1
1
1
1
DESCRIPTION
ELEV. N
(FTA
Topsoil
++
Firm to stiff, moist, brown, slightly fine sandy
silty CLAY (CL)
Loose to very loose, moist to saturated, gray,
fine SAND SP
Boring terminated at 8.6 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
2-24-99 1.67 24 hr
3-19-99 1.97 24 dry

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL
Soil Cuttings: 0.0 to
1.8 feet.
Bentonite Pellets: 1.8
to 2.8 feet.
Filter Sand: 2.8 to 8.6
feet.
Slotted 2" PVC Screen:
3.8 to 8.6 feet.
Piezometer terminated
at 8.6 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-22(SP)
DATE DRELLED 2-23-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
54.04
-53.34
= 45.54
45.44
DEPTH
(1717.)
0.0
0.7
6.0
18.:
23..
28..
38.
DESCRIPTION
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)

.
Topsoil
Stiff, moist, brown, silly CLAY (CL)
Loose to medium dense, saturated, yellow-brown,
slightly clayey fine SAND (SC)
Very soft, saturated. gray, fine sandy clayey
SILT (Ml.)
' Soft, moist, gray. fine sandy silty CLAY (CL)
Very soft, saturated, gray, slightly fine sandy
clayey SILT (ML)

S Stiff to hard, saturated, light gray, silty CLAY
(CL) with shell fragments
57.91
57.21
51.91
39.41
-34.41
-29.41
-19.41
10 ZO 30 40 60 80
•
•

• •

•
•
•
•

Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-23
Boring Type: Mud Rotary DATE DRILLED 2-23-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DErra ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

13
12
13
7
10
2
3
2
1/12"
10
t
DEPTII
1
1
? ?4
1
1
1
i
1
1
1
1
1
1
1
1
1
1
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(FIr•)
10 20 30 40 60 80
Stiff to bard, saturated, light gray, silty
CLAY (CL) with shell fragments
Very hard, saturated, dark brown, clayey fine
sandy SELT (ML)
EEDEE FORMATION]
Boring terminated at 50 feet. Borebole
backfilled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STARILI7ATIONTIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
-9.41
-7.91
32
58
BORING LOG
BORING NUMBER A-23
DATE DRILLED 2-23-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
CIT.)
0.0
0.7
6.0
8.9
DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
57.91 Soil cuttings: 0.0 to
57.21 2.9 feet.
Bentonite Pellets: 2.9
to 3.9 feet.
'. Filter Sand: 3.9 to 8.9
feet
;• Slotted 2" PVC Screen:
51.91 .• 4.9 to 8.9 feet.
49.01
Topsoil
JJJJ
Stiff, moist, brown, silty CLAY (CL)
Loose to medium dense, saturated, yellow brown,
slightly clayey fine SAND (SC)
Boring terminated at 8.9 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary GROUNDWATER READINGS

DATE TIME DEPTH ELEVATION STABILIZATION TIME
2-25-99 2.28 2 day
3.19.99 2.82 24 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-23(SP)
DATE DRILLED 2-23-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
17
1
TITAN ATLANTIC GROUP

DEPTH
(FT.)
0.0
0.7
8.5
13.5
23.5
28.5
33.5
38.
DESCRIPTION
To soil J?J
Medium dense, moist, brown, silty fine SAND (SM)
Firm, moist, gray, silty, CLAY (CH)
Loose, saturated, gray, clayey fine SAND (SC)
Firm, moist, gray, fine sandy silty CLAY (CL)
- -- ------------ ---------------- -- - -
Stiff, moist, gray, silty CLAY (CL)
Loose, saturated, gray, medium SAND (SP)
5 Medium dense to dense, moist, gray, clayey coarse
SAND (SC) with shell fragments
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPrH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
0T.)
57.35
56.65
48.85
43.85
-33.85
-28.85
-23.85
-18.85
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
•
•
•
•
•
•
•

•
11
25
30
7
5
4
5
9
10
33
BORING LOG
BORING NUMBER A-24
DATE DRILLED 2-23-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(Fr.) DESCRIPTION E
( LEV.
FT.) • PE

10 NETRATI

20 ON -

30 BLO

40 WS /F

60 OO T

80
Medium dense to dense, moist gray, clayey coarse
SAND (SC) with shell fragments
48.5 ----:--------- -------------------------- --•--...----
Medmm dense, sawtated, gray, clayey medium to coarse SAND (SC) with some fine gravel 8.85
50.0 Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured. 7.35

Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
BORING LOG
BORING NUMBER A-24
DATE DRILLED 2-23-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
19
22

TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

? o?
0.0
? o,
8.5
? ,o
1
1
1
1
1
1
i
1
DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
57:35 Soil Cuttings: 0.0 to
-56.65 2.2 feet.
Bentonite Pellets: 2.9
to 3.2 feet.
,• Filter Sand: 3.2 to 9.0
feet.
' Slotted 2" PVC Screen:
4.2 to 9.0 feet.
-48.85
-48.35 Piezometer terminated at
9.0 feet
Topsoil
.??.
Medium dense, moist, brown, silty fine SAND (SM)
Firm, moist, gray, silty CLAY (CH) z
Boring terminated at 9.0 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
2-24-99 0.50 24 hr
3-18-99 0.67 23 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-24(SP)
DATE DRILLED 2-23-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
8.5
13.5
18.'
23..
33
DESCRIPTION ELEV.
(Fr.)
Firm to stiff, moist, brown, fine sandy silty 51.36
CLAY (CL)
i
42.86
Medium dense, moist, light gray, silty fine
SAND (SM)
--
------------------------------ ----------------------
Very loose, moist, orange, silty fine SAND (SM) 37.8!
32.81
Firm, moist, light gray, fine sandy CLAY (CL)

--- - ----- --------- ----- -------------- -- --- -- --
Very soft, saturated, gray, fine sandy silty 27.8
CLAY (CL)
17
1
S .
Dense to medium dense, saturated. gray, clayey
coarse SAND (SC) with shell fragments
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80

•

•
•

r
6
Classified By: E. Norgiel BORING LOG
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig BORING NUMBER A-25
Boring Type: Mud Rotary DATE DRILLED 3-11-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILITATIONTIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
10
5
9
11

4
5
1
WOH
34
12

DEPTH
? o
e
1
1
1
1
1
1
1
1
1
1
1
1
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60. 80
Dense to medium dense, saturated, gray, clayey
coarse SAND (SC) with shell fragments
Hard, moist, gray, fine sandy clayey SILT (ML)
[PEEDEE FORMATION)
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
2.86
1.36
0
50/0
35
BORING LOG
BORING NUMBER A-25
DATE DRILLED 3-11-99
PROTECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
8.3
9.4
DESCRIPTION
Firm to stiff, moist, brown, fm sandy silty
CLAY (CL)
V/z
Medium dense, moist, lit gray, silty fine
SAND S
Boring terminated at 9.4 feet.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-12-99 3.72 24 M
3-19.99 4.42 a day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)s%tpm owocw
51.36
42.86
41.96

N MONITOR WELL
Soil Cuttings: 0.0 ro
2.5 feet.
Bentonite Pellets: 2.5
to 3.5 feet.
• Filter Sand: 3.5 to 9.4
feet.
Slotted 2" PVC Sceen:
4.5 to 9.4 feet.
Piezometer terminated at
9.4 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-25(SP)
DATE DRILLED 3-11-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP

t

DEPTH DESCRIPTION
(FT.)
0.0
Firm to very soft, dry to wet, brown, f

6.0 V

8.5

13.5

18.5

23.

28.

33.
with gravel

ine sandy
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
G ROUNDW ATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

clayey SILT (ML)

Art-
eryloo se, satu rated, light gray, silty
SAND (SM)
Il
a
Very soft, saturated, light gray, silty CLAY (CH)

fine
Very loose, saturated, light gray, silty
SAND (SM)
Soft, moist, gray, silty CLAY (CH)
Very soft, wet, gray, fine to medium sandy silty
CLAY (CL) with some small gravel

sandy
Loose, saturated, clayey fine to coarse
GRAVEL(GC)
5 Loose, saturated, gray, clayey coarse SAND (SC)
5
5
ELEV.
(FT.)
51.34
45.34
42.84
37.84
32.84
-27.84
-22.84
-17.84
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
•
•
•
•
•
•

•
•
•
BORING LOG
BORING NUMBER A-26
DATE DRELLED 2-26-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
5
2
4
2
3
4
WOH
9
7
9
DEPTH
(FT.)
40.0
43.5
48.5
50.0
DESCRIPTION
ELEV.
(FT.)
• PENETRATION - BLOWS/FOOT
in 20 30 40 60 80

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
DEPTH
? 0.0
.o
8.5
9.3
t
1
1
1
i
DESCRIPTION
ELEV.
(ff.)
N MONITOR WELL
- 51.34 Soil Cuttings: 0.0 to
2.6 feet.
Bentonite Pellets: 2.6
to 3.6 feet.
Filter Sand: 3.6 to 9.3
feet.
Slotted 2" PVC Screen:
4.6 to 9.3 feet.
-45.34
-42.84
-42.04 Piezometer terminated at
9.3 feet.
Firm to very soft, dry to wet, brown, fine sandy
clayey SILT (ML)
Very loose, saturated, light gray, silty fine.- .
SAND (SM)
Very soft, saturated, light gray, silty CLAY (CH)
Boring terminated at 9.3 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
2-27-99 1.79 24 hr
119-99 2.34 21 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-26(SP)
DATE DRILLED 2-26-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(FTJ
0.0
0.3
3.5
13.!
18.:
23.
DESCRIPTION
ELEV.
(FT.)
Topsoil 52.56
52.26
lrum, moist, orange-brown and gray, fine sandy
silty CLAY (CL)
4
Loose to very loose, moist to wet, gray, silty
fine SAND (SM)
Soft, saturated, gray, fine sandy clayey SILT (ML)
Soft, saturated, gray, silty CLAY (CH)
5 Loose to medium dense, saturated, dark gray,
clayey medium to coarse SAND (SC)
9.06
9.06
34.06
29.06
1
1
• PENETRATION - BLOWSIFOOT
10 20 30 40 60 80
• 6
• 8
• 2
• 2
• 4
• 3
• 6
19
• 24
• 14
Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-27
Boring Type: Mud Rotary DATE DRILLED 2-25-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION SrABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
t
DEPTH
(1?'TJ
43.5
50.0
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60 80
Medium dense, saturated, dark gray. clayey medium
to coarse SAND (SC)
Medium dense, moist to saturated, gray, silty fine
SAND (SM) with some gravel
Boring terminated at 50 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
9.06
2.56
•
24
19
BORING LOG
BORING NUMBER A-27
DATE DRILLED 2-25-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(Fr.)
0.0
0.3
3.5
9.3
DESCRIPTION
ELEV.
(FTA
N MONITOR WELL
5256 Soil Cuttings: 0.0 to
52.26 2.4 feet.
Bentonite Pellets: 2.4
to 3.4 feet.
49.06 • Filter Sand: 3.4 to 9.3
feet.
.• Slotted 2" PVC Screen:
4.4 to 9.3 feet.
43.26 Piezometer terminated at
9.3 feet.
t
To il
Firm, moist, orange-brown and gray. fine sandy
silty CLAY (CL)
Loose to very loose, moist to wet, gray, silty
fine SAND (SM)
Boring terminated at 9.3 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
2-2699 2.99 24 M
3-19.99 3.08 22 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-27(SP)
DATE DRILLED 2-25-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
1
DEPTH
(FT.)
0.0
0.2
6.0
8.5
9.2
t
1
i
i
1
1
1
1
1
DESCRIPTION
ELEV.
(Fr.)
N MONITOR WELL
51,38 Soil Cuttings: 0.0 to
51.18 2.3 feet.
Bentonite Pellets: 2.3
to 3.3 feet.
• Filter Sand: 3.3 to 9.2
feet.
Slotted 2"PVC Screen:
4.3 to 9.2 feet.
45.38
42.88
42.18 Piezometer terminated at
9.2 feet.
To il
Firm to soft, moist, dar k brown, silty CLAY (CL)
Medium dense, moist, white, medium SAND.(SP)
Medium dense, wet, white, fine to medium SAND S
Boring terminated at 9.2 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
GROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
2-2699 I.93 24 M
119.99 1.93 22 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-28(SP)
DATE DRILLED 2-25-99
PROJECT NUMBER 20-8382-01
PROTECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
0.7
6.0
18.'
23.:
28..
33.
DESCRIPTION
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
Topsoil
Stiff, moist. orange-brown and gray, fine sandy
silty CLAY (CL)
Loose to very loose. Wet, orangb-graY silty f=
SAND (SM)
Firm, moist, gray, silty fine sandy CLAY (CL)
Soft, moist, gray, silty CLAY (CH)
Very stiff, saturated, gray CLAY (CL) with shell
fragments
S --------------------------------------------------------
Hard to very hard, saturated, gray silty CLAY (CL) -
With shell fragments
[PEEDEE FORMATION)
54.92
54.22
48.92
36.42
-31.42
-26.42
-21.42
10 20 30 40 60 80
•
•
•
•
•
•
•
•

11
11
8
3
2 I
5 I
4
17
38
76

Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-29
Boring Type: Mud Rotary DATE DRILLED 2-24-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPrH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

DEPTH
? eo
N,
1
? Ao
1
1
1
1
1
1
1
1
1
1
1
1
1
DESCRIPTION
Hard to very hard, saturated, gray silty CLAY (CL)
with shell fragments
[PEEDEE FORMATION]
Very hard, saturated, gray, fine sandy clayey
SILT (ML)
[PEEDEE FORMATION]
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
14.92
-11.42
-4.92
• PENETRATION - BLOWSIFOOT
10 20 30 40 60 80
0
55
75
BORING LOG
BORING NUMBER A-29
DATE DRILLED 2-24-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
0.7
6.0
8.9
DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
5492 Soil Cuttings: 0.0 to
54.22 2.1 feet.
Bentonite Pellets: 2.1
to 3.1 feet.
,• Filter Sand: 3.1 to 8.9
feet.
Slotted 2" PVC Screen:
4.1 to 8.9 feet.
48.92
46.02 Piezometer terminated at
8.9 feet.
Topsoil
Stiff. moist, orange-brown and gray, fine sandy
silty CLAY (CL)
Loose to very loose, wet, orange-gray sifty fine
SAND (SM)
Boring terminated at 8.9 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3•II-99 3.05 15 days
3-19.99. 2.84 23 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-29(SP)
DATE DRILLED 2-24-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF I

TITAN ATLANTIC GROUP

DEPTH
0.0
0.2
3.5
6.0
13.5
18.5
23.:
28..
l 33.'
38.:
DESCRIPTION
To il
Stiff, moist, brown, fine sandy clayey SILT (ML)
Loose, moist, light gray, silty clayey fine
SAND (SC)
Loose saturated, white, slightly silty fine.-
SAND (SP-SM)
t 9114
VOF4
r qun
i4.
CI0?7.

t•t77+
rtl?7

Ct33J'

Ct)at.
Very loose, saturated, gray, silty clayey fine
SAND (SC)
Very loose, saturated, gray, clayey silty fine
SAND (SM)
T
T
Firm, moist, gray, silty CLAY (CH))
Firm, wet, dark gray, clayey SILT (MH)
Very stiff saturated gray silty CLAY (CL), with
shell fragments
Very hard, moist, gray, fine sandy SILT (ML) with
cemented shells and gravel
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
56.72
56.52
53.22
50.72
-43.22
-38.22
-33.22
-28.22
-23.22
-1 .22
• PENETRATION - BLUW,/r'UU"I'
1 0 20 30 4 0 6 0 80

•
•
•
•
•
•
•

10
10
8
5
3
2
7
5
16
50/3"
BORING LOG
BORING NUMBER A-30
DATE DRILLED 2-24-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
43.5
50.0
DESCRIP'T'ION
ELEV. • PENETRATION - BLOWSIFOOT
(FT.)
10 20 30 40 60 80

[PEEDEE FORMATION)
--------------------------------------------------------
Hard to very hard, saturated, gray, fine sandy
clayey SILT (ML)
[PEEDEE FORMATION)
Boring terminated at 50 feet. Borehole backflled
with cement-bentonite grout. Groundwater not
measured.
TITAN ATLANTIC GROUP
Classified By: E. Norgiel BONG LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-30
Boring Type: Mud Rotary DATE DRILLED .2-24-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DE'rH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
13.22
•
6.72
1
p1
34 1
82 1
t
DEPTH
(FT
0.0
0.2
3.5
6.0
9.3
1
t

DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
= 56.72 Soil Cuttings: 0.0 to
56.52 2.5 feet.
Bentonite Pellets: 2.5
22
-53 to 3.5 feet.
. Filter Sand: 3.5 to 9.3
feet.
Slotted 2' PVC Screen:
4.5 to 9.3 feet.
-50.72

-47.42 Piezometer terminated at
9.3 feet.
To it
Stiff, moist, brown, fine sandy clayey SILT (ML)
Loose, moist, light gray, silty clayey fine
SAND (SC)
Loose saturated, white, slightly silty fine-
:i> Ct
SAND
SAND (SP-SM) :•a:?.'rr
aacrs
•i i;i i•i
'
3
k t t 1
Boring terminated at 9.3 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary

G ROUNDWATER READING S
DATE TIME DEPrH ELEVATION STABILIZATION TIME
111-99 1.31 15 days
119-99 1.55 23 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-30(SP)
DATE DRILLED 2-24-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(Fr.)
0.0
1.0
6.0
8.5
13..
23.
28.
33
57.98
56.98
51.98
49.48
44.48
34.48
-29.48
-24.48
3
22
14
15
3

4
13
11
24
29

Classified By: E. Norgiel BORING LOG
Driller: Bore and Core
Drill Rig: CME-45B ATV BORING NUMBER A-31
Boring Type: Mud Rotary DATE DRILLED 2-26-99
G ROUNDW ATER READING S PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION sTABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
DESCRIPTION
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
Topsoil
loose to medium dense, moist, light gray,
Very
silty AND (SM)
fine S
Medium dense, moist, light gray, clayey
fine SAND (SC)
Medium dense, saturated, light gray, 4i:r r
slightly silty fine SAND (SP-SM) :I i.4
caa:l

tr J:l'
'h? •
l')

Very loose, gray, clayey fine SAND (SC)
Stiff, moist, gray, silty fine sandy CLAY (CL)
i Medium dense, wet, gray, clayey fine to
medium SAND (SC)
5 Very stiff, saturated, gray CLAY (CL) with shell
fragments

10 20 30 40 60 80
•
•
•
•
•
•
•
•
•

1
DEPTH DESCRIPTION

40.0 Very stiff, saturated, gray silty CLAY
shell fragments

43.5 Medium dense, saturated, gray, slightl
medium to coarse SAND (SC) with she
I

50.0 goring terminated at 50 feet. Borehole
with cement-bentonite grout. Groundw
measured.

f (CL) with
y clayey
ll fragments

.
backfilled
ater not

Fox
- F-0

Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT-)
17.98
-14.48
-7.98
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
0
BORING LOG
BORING NUMBER A-31
DATE DRILLED 2-26-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
24
30
DEPTH
(F••)
0.0
1.0
6.0
8.5
8.6
DESCRIPTION
ELEV.
(FTJ
N MONITOR WELL
5798 Soil Cuttings: 0.0 to
56.98 1.7 feet.
3 Bentonite Pellets: 1.7
to 2.7 feet.
• Filter Sand: 2.7 to 8.6
feet.
22 Slotted 2" PVC Screen:
3.7 to 8.6 feet.
• 51.98
14
49.48 Piezometer terminated at
49.38 15 8.6 feet.
1
1
1
1
Topsoil , • • ,
Very loose to medium dense, moist, light gray.
silty fine SAND (SM)
Medium dense, moist, light gray, clayey... .
fine SAND (SC)
Medium dense, saturated, light gray,
slightly silty fine SAND SP-S
Boring terminated at 8.6 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3-1/4" ID HSA
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-1-99 1.17 3 days
3-18-99 1.30 20 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-31(SP)
DATE DRILLED 2-26-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
f
DEPTH
(F'.)
0.0
1.0
3.5
6.0
18.5
23.5
28.5
33.5
L
38.5
DESCRIPTION
Topsoil
+++
Firm, dry, brown, clayey SILT (ML)
Very soft, saturated, brown, fine sandy silty
CLAY (CL)
=
- -
---•------------------------------•----------------
Firm to very soft, saturated, light gray, fide
sandy CLAY (CL)
Very loose, saturated, light gray, silty
fine SAND (SM)
Very soft, saturated, dark gray, medium sandy
CLAY (CL)
Firm saturated gray silty CLAY (CL), with shell
fragments
Loose to medium dense, saturated, gray,
clayey coarse SAND (SC) with shell fragments
Stiff, saturated, gray, silty CLAY (CL) with shell
fragments
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
52.05
51.05
48.55
46.05
-33.55
-28.55
-23.55
-18.55
5• PENETRATION - BLOWS/FOOT
-13 5

1 0 2 0 3 0 4 0 6 0 8 0
•
•
•
•

•

•

•
6
2
5
8
WOH
3
WOH
7
10
13
BORING LOG
BORING NUMBER A-32
DATE DRILLED 3-8-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH DESCRIPTION
(FT.)
48.5
48.8
Stiff, saturated, gray, silty CLAY (CL) with
shell fragments
Cemented SHELL FRAGMENTS
EEDEE FORMATION]
Boring terminated at 48.8 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60 80
0
3.55
3.25
BORING NUMBER
DATE DRILLED
PROJECT NUMBER
PROJECT
PAGE 2 OF 2
BORING LOG
A-32
3-8-99
20-8382-01
Riegel Ridge Landfill
15
50/4"
TITAN ATLANTIC GROUP

DEPTH
(FT.)
0.0
1.0
3.5
6.0
8.9
r

DESCRIPTION
ELEV.
(yr.)
N MONITOR WELL
52.05 Soil Cuttings: 0.0 to
-51.05 2.0 feet.
Bentonite Pellets: 2.0
to 3.0 feet.
-48
55 Filter Sand: 3.0 to 8.9
. feet.
Slotted 2" PVC Screen:
4.0 to 8.9 feet.
-46.05
-43.15
Topsoil
Firm, dry, brown, clayey SILT (ML)
Very soft, saturated, brown, fine sandy silty
CLAY (CL)
-------------------------------------------------------------------
Fvm to very soft, saturated, light gray,- fine. .
sandy CLAY (CL)
Boring terminated at 8.9 feet.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3.9.99 292 24 M
3-I9A9 2.43 11 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-32(SP)
DATE DRILLED 3-8-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH DESCRIPTION
(yr.)
0.0 Topsoil
1.0 Soft to stiff, moist, Stay. fine sandy silty
CLAY (CL)
8.5 Loose to medium dense, saturated, light Stay,
silty fuze SAND (SM)
18.5 Stiff, moist, light gray, fine sandy silty
CLAY (CL)
23.5 Loose, moist, gray, clayey medium coarse SAND (SC)
28.5 Very stiff, gray, silty CLAY (CL) with shell
fragments
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60 80
- 50.93
-49.93
• 4
• 4
• 9
42.43 6
•
• 17
32.43 -
• 9
i
27.43
• 6
22.43
• 17
29
38.5 12.43 rz .1 Medium dense to dense, saturated, BmY, clayey • 12
coarse SAND (SC) with shell fragments
Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-33
Boring Type: Mud Rotary DATE DRMLED 3-5-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DmTH ELEYATwN STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
1
f
1

11
DEPTH
41*5
4.5
1
1
1
1
1
1
1
1
1
1
1
1
1
1
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(F'•)
10 20 30 40 60 80
Medium dense to dense, saturated, gray, clayey
coarse SAND (SC) with shell fragments
Hard, saturated, gray, silty CLAY (CL) with shell
fragments
[PEEDEE FORMATION]
Very hard, moist, gray, fine sandy clayey
SILT (ML)
EEDEE FORMATION
Boring terminated at 48.9 feet. Borehole
backfrlled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
7.43
-2.43
. 2.03
40
63/5"
BORING LOG
BORING NUMBER A-33
DATE DRILLED 3-5-99
PROJECT NUMBER 20-8382-01
PROTECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FF.)
0.0
1.0
8.5
9.1
DESCRIPTION
ELEV.
(FrA
N MONITOR WELL
50.93 Soil Cuttings: 0.0 to
49.93 2.3 feet.
Bentonite Pellets: 2.3
to 3.3 fat.
Filter Sand: 3.3 to 9.1
fat.
Slotted 2' PVC Screen:
4.3 to 9.1 fat. -
42.43
41.83 Piezometer terminated
at 9.1 feet.
Topsoil
Soft to stiff, moist, gray, fine sandy silty
CLAY (CL)
light gray
saturated
Loose to medium dense
.
,
,
silty fine SAND S
Boring terminated at 9.1 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
G ROUNDWATER READING S
DATE TIME DEVrH ELEVATION STABILIZATION TIME
1699 2.23 24 hr
3-M99 2.76 14 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-33(SP)
DATE DRILLED 3-5-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
4.
1
C

DEPTH
(FT.)
0.0
' 0.3
3.5
6.0
8.5
18.5
' 22.0
' 33.5
37.0
1
DESCRIPTION
To oil
Firm, moist, black, clayey SILT (ML)
Soft, moist, brown, fine sandy silty CLAY (CL)
Medium dense, saturated, light gray, fine-
SAND (SP)
Medium dense to very loose, saturated, light gray,
slightly clayey fine SAND (SP-SC)

rt:?

v:r:x

.1:t.
l:t:l
Loose moist gray silty fine to medium SAND (SM)
Firm to stiff, saturated gray silty CLAY (CL),
with shell fragments
Medium dense, saturated, gray clayey fine to
medium SAND (SC) with shell fragments
Very stiff, saturated, gray, silty CLAY (CL) with
shell fragments
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
. GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(Fr.)
51.68
51.38
-48.18
-45.68
-43.18
-33.18
-29.68
-18.18
-14.68
• PENETRATION - BLOWS/FOOT
1 0 2 0 3 0 4 0 6 0 8 0
•
•
•
•
•

•
•

7
4
19
16
1/18"
6
10
5
17
21
BORING LOG
BORING NUMBER A-34
DATE DRILLED 2-25-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FTJ
40.0
43.5
48.1
50A
DESCRIPTION ELEV. 0 PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60 80
Very stiff, saturated, gray, silty CLAY (CL), with
sehU fragments
Medium dense, saturated, gray, clayey fine to
medium SAND (SC)
Hard, saturated, gray, silty CLAY (CL) with shell
fragments [PEEDEE FORMATION]
Boring terminated at 50 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater riot measured.
11.68
8.18
3.18
1.68
26 1
M 1
1
1
1
1
49
•
Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-34
Boring Type: Mud Rotary DATE DRILLED 2-25-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

DEPTH
0.0
0.3
3.5
? ,a
8.5
? .o
1
DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
:51.68 Soil Cuttings: 0.0 to
51.38 2.2 feet.
Bentonite Pellets: 2.2
to 3.2 feet.
-48.18 •• Filter Sand: 3.2 to 9.0
PUSH feet.
Slotted 2" PVC Screen:
4.2 to 9.0 feet.
-45.68
-43.18
-42.68 Piezometer terminated
at 9.0 feet.
To ii
Firm, moist, black, clayey SILT (ML)
Soft, moist, brown, fine sandy silty CLAY (CL)
Medium dense, saturated, light gray, fine .
SAND (SP)
Medium dense to very loose, saturated, light gray,
slightly clayey fire SAND SP-S
Boring terminated at 9.0 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
2-2699 2.10 24 hr
319.99 2.42 22 day:

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-34(SP)
DATE DRILLED 2-25-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
3.5
6.0
8.5
13.:
18.:
23.
28.
38
DESCRIPTION
ELEV. • PENETRATION - BLOWS/FOOT
56.33
52.83
50.33
47.83
Finn, moist, brown, fine sandy clayey SELT (ML)
Stiff, moist, orange-brown and gray, fine sandy
silty CLAY (CL)
Stiff, moist, orange-brown, clayey fine sandy
SILT (ML)
Medium dense, saturated, brown and gray,
fine SAND (SP)
- ---- ---- - - --------------- ------------------ ---
Medium dense, saturated, light gray, -----
fine SAND (SP)
Soft, moist, gray, slightly sandy CLAY (CH)
I Medium dense, saturated, light gray, medium
SAND (SP-SC) with clayey sand seams
5 Very soft, wet, gray, silty CLAY (CH) 00
'5 Medium dense, saturated, light gray, slightly
cemented clayey medium to coarse SAND (SC)
42.83
37.83
32.83
-27.83
-17.83
10 20 30 40 60 80
•
•
•
•
•
•
•

•
Classified By: E. Norgiel BORING LOG
Driller: Bore and Core
Drill Rig: CME-45B ATV BORING NUMBER A-35
Boring Type: Mud Rotary DATE DRILLED 3-1-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILITaTIONTIME pgOJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

7
14
11
22
24
4
'v
25
WOR
WOH
25

DEPTH
43.5
48 9
1
1
1
DESCRIPPION ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60 80
with shell fragments
Very hard, saturated, dark gray, fine sandy
clayey SILT (ML)
IPEEDEE FORMATION]
Boring terminated at 48.9 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
12.83
7.43
50/1"
50/5"
BORING LOG
BORING NUMBER A-35
DATE DRILLED 3-1-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT,)
0.0
3.5
6.0
8.S
8.E
DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
56:33 Soil Cuttings: 0.0 to
1.8 feet.
Bentonite Pellets: 1.8
to 2.8 feet.
Filter Sand: 2.8 to 8.6
52.83 feet.
Slotted 2" PVC Screen:
3.8 to 8.6 feet.
50.33
47.83 Piezometer terminated at
47.73 8.6 feet.
Firm, moist, brown, fine sandy clayey SII,T (ML)
Stiff, moist, orange-brown and gray, fine sandy
silty CLAY (CL)
Stiff, moist, orange-brown, clayey fine sandy
SILT (ML)
Medium dense, saturated, brown and gray,
fine SAND SP
Boring terminated at 8.6 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3-1/4" ID HSA
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
12-9 1.67 241r
119.99 1.76 19 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL'NUMBER A-35(SP)
DATE DRILLED 3-1-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
a?
TITAN ATLANTIC GROUP

DEPTH
0.0
? o,
? .o
28.5
1
1
38.5
1
1
t
1
DESCRIPTION
'Topsoil
Loose, moist, light gray, silty fine SAND (SM)
- -- -------- -- ----- -----------------•--- -- -- ----------- -
Medium dense to very loose, moist to saturated,
light gray and orange, clayey silty fine SAND (SM)
Stiff to very soft, moist to saturated, gray
fine sandy CLAY (CL)
- -----------------------------------------------------------------
Stiff, saturated, gray, silty CLAY (CL) with
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3" Wash Rotary
GROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME

118-99 7.29 11 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(F'•)
58.45
57.95
-52.45
N MONITOR WELL
Sod Cuttings: 0.0 to
37.5 feet.
9
8
12
9
5
F1 4
6
-29.95
9
2
-19.95
Bentonite Pellets:
] r1- 37.5 to 38.5 feet.
Filter Sand: 38.5 to
14 • 49.7 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-36(DP)
DATE DRILLED 3-7-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(Fr.)
43.5
48.5
49.7
DESCRIPTION
ELEV. N
(FT.1
shell fragments
Very dense, saturated, gray, clayey coarse
SAND (SC) with shell fragments
Very hard, moist, gray, fine sandy clayey
SILT (ML)
EEDEE FORMATION)
Boring terminated at 49.7 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME

118-99 7.28 11 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
14.95
9.95
8.75
MONrrOR WELL
Slotted 2' PVC Screen:
39.5 to 49.4 feet.
Piezometer terminated at
49.7 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-36(DP)
DATE DRELLED 3-7-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP

' DEPTH
(Fr.)
0.0
0.5
6.0
1
9.3

DESCRIPTION
ELEV.
(Fr.)
N MONITOR WELL
. 5828 Soil Cuttings: 0.0 to
57.78 2.5 feet.
Bentonite Pellets: 2.5
to 3.5 feet.
• Filter Sand: 3.5 to 9.3
feet.
' Slotted 2" PVC Screen:
4.5 to 9.3 feet.
-52.28
-48.98
To it
Loose, moist, light gray. silty fine SAND (SM)
------------------- -------- --------------------------------------
Medium dense, moist to saturated: light gray
and orange, clayey silty fine SAND (SM) . .. .. .
Boring terminated at 9.3 feet.
' Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring-Type: 3-1/4" ID HSA

G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-11-99 0.75 4 days
3-19-99 0.77 11 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-36(SP)
DATE DRILLED 3-7-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
0.7
8.5 50.45
185 40.45
23.5 35.45
28.5 30.45
38. 5 20.45

Driller: Bore and Core
Drill Rig: CME-45B ATV BORING NUMBER A-37
Boring Type: Mud Rotary DATE DRILLED 2-27-99
G ROUNDW ATER READ RiG S PROTECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION srAanjzATIONTmE PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
DESCRIPTION
ELEV. • PENETRATION - BLOWS/FOOT
(Fr.)
Topsoil
Firm to stiff. moist, orange and light brown. fine
sandy silty CLAY (CL)
Loose to very loose, moist to saturated, orange,
silty fine SAND (SM)
Very loose, saturated, gray, silty clayey fine
SAND (SC)
Stiff, moist, gray, silty fine sandy CLAY (CL)
Very loose to loose. saturated, gray, slightly. r
clayey fine to medium SAND (SP-SC)
!
.4.
1
.z:t.

I:T «r

YIt:/.

tau
Very hard, saturated, gray, silty CLAY (CL) with
fragments
shell
cemented
58.95
E.
Classified By:
Norgiel BORING LOG
58.25
10 20 30 40 60 80
•
•

• •
•
•
•
•
•

8
11
13
7
4 1
3 1
14
7
4
50/4"

-12
DEPTH
42.7
1
1
1
1
1
1
1
1
1
1
i
DESCRIPTION
[PEEDEE FORMATION)
Tricone refusal encountered at 42.7 feet.
Boring terminated. Borehole backfilled with
cement-bentonite grout. Groundwater not measured.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPrH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
-16.25
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
BORING LOG
BORING NUMBER A-37
DATE DRILLED 2-27-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT-)
0.0
0.7
8.5
8.8
DESCRIPTION
ELEV.
(F F.)
N MONITOR WELL
58.95 Soil Cuttings: 0.0 to
58.25 2.9 feet.
Bentonite Pellets: 2.9
to 3.9 feet.
• Filter Sand: 3.9 to 8.8
feet
Slotted 2" PVC Screen:
4.9 to 8.8 feet.
50.45
50.15 Piezometer terminated at
8.8 feet.

Topsoil J JJ
Firm to stiff, moist, orange and light brown. fine
sandy silty CLAY (CL).
Loose to very loose. moist to saturated, orange,
silty fine SAND SM
Boring terminated at 8.8 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3-1/4" ID HSA
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
11.99 1.16 2 days
119-99 1.60 20 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-37(SP)
DATE DRILLED 2-27-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
]L
TITAN ATLANTIC GROUP

DEPTH
0.0
1.0
3.5
6.0
8.5
18.5
23.5
28.5
33.5
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOO'L'
(FT.)
10 20 30 40 60 80
Topsoil
Soft, moist, gray, fine sandy silty CLAY (CL)
with organics
fine sandy clayey
Very soft. moist, gray,
.
SILT (ML) with organics
------------------------------------- ----------
, ----------
Firm, wet, gray, fine sandy clayey SILT (ML with -
organics
Loose to medium dense, saturated, light gray and
light orange, silty fine SAND (SM)
Stiff, wet, gray, fine sandy SILT (ML)
Stiff, saturated, gray, silty fine to medium
sandy CLAY (CL)
---------------------------------------------------------
Very stiff saturated gray silty CLAY (CL) with
cemented shell fragments
Medium dense, saturated, gray, clayey coarse
SAND (SC) with shell fragments
51.89
50.89
48.39
45.89
43.39
-33.39
-28.39
-23.39
-18.39
4
WOH
8
7
Classified By: E. Norgiel
-Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
•
•
•
•
•
19 1
9 I
9 I
24
27
18
BORING LOG
BORING NUMBER A-38
DATE DRILLED 3-5-99
PROJECT NUMBER . 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
40.0
43.5
50.U
DESCRIPTION
Medium dense, saturated, gray clayey coarse
SAND (SC) with shell fragments
Very hard, moist, gray, fine sandy clayey
SILT (ML)
[PEEDEE FORMATION]
Boring terminated at 50 feet. Borehole backfdled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring-Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
11.89
8.39
1.89
• rhN&°1'KA71vr4 - DbvW01jvtAll
10 20 30 40 60 80
BORING NUMBER
DATE DRILLED
PROJECT NUMBER
PROJECT
PAGE 2 OF 2
BORING LOG
A-38
3-5-99
20-8382-01
Riegel Ridge Landfill
50/4" I
48
TITAN ATLANTIC GROUP

' DEPTH
(FT.)
0.0
1 1.0
3.5
6.0
8.5
9.4

DESCRIPTION
ELEV.
(FTA
N MONITOR WELL
- 51.89 Soil Cuttings: 0.0 to
-50.89 2.5 feet.
Bentonite Pellets: 2.5
-48
39 to 3.5 feet.
. • Filter Sand: 3.5 to 9.4
fat.
,• Slotted 2- PVC Screen:
4.5 to 9.4 feet.
-45.89
-43.39
-42.49 Piezometer terminated at
9.4 feet.
Topsoil ++++
Soft. moist, gray, fine sandy silty CLAY (CL)
with organics
Very soft, moist, gray, fine sandy clayey
SILT (ML) with organics
------------------------------------------------------ --------------
Firm, wet, gray, fine sandy clayey SILT (ML) with
organics
Loose to medium dense, saturated, light gray and
light orange, silty fine SAND S
Boring terminated at 9.4 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
1699 2.84 24 hr
119.99 2.75 14 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
. WELL NUMBER A-38(SP)
DATE DRILLED 3-5-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(Fr.)
0.0
0.7
3.5
13.'
23
28
DESCRIPTION ELEV.
(FT.)
Topsoil
Stiff, dry, dark brown, fine sandy SILT (ML)
Stiff to firm, moist to saturated, orange-brown
and gray, fine sandy silty CLAY (CL)
Stiff to firm, saturated, gray, fine sandy clayey
SUIT (ML)
Stiff, moist, gray, silty fine sandy CLAY (CL)
S --------------------------------------------------------
Stiff to hard, saturated, gray silty CLAY (CL),
with cemented shell fragments
54.28
53.58
50.78
40.78
30.78
-25.78
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
•
•
•
•
•
•
•
•
•
•
Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-39
Boring Type: Mud Rotary DATE DRILLED 3-5-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABR IZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC, GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
11
12
5
7
15 1
8 I
9
15
26
43
w

DEPTH
? no
43.5
? ?o
1
1
1
1
1
1
1
1
1
1
1
1
1
1
DESCRIPTION
Stiff to hard, saturated, gray, silty CLAY (CL)
with cemented shell fragments
F/z
Very hard to very stiff, moist, gray, fine sandy
clayey SILT (ML)
[PEEDEE FORMATION)
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
14.28
10.78
4.28
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
•
53
I8
BORING LOG
BORING NUMBER A-39
DATE DRILLED 3-5-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
0.7
3.5
8.9
DESCRIPTION
ELEV. N MONITOR WELL
MT.)
Topsoil
Stiff, dry, dark brown, fine sandy SILT (ML)
Stiff to firm, moist to saturated, orange-brown
and gray, fine sandy silty CLAY (CL)
Boring terminated at 8.9 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3• Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-&99 2.01 24 M
319.99 3.29 14 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
54.28
'53.58
50.78
• 45.38
Soil Cuttings: 0.0 to
2.0 feet.
Bentonite Pellets: 2.0
to 3.0 feet.
• Filter Sand: 3.0 to 8.9
feet.
,• Slotted 2' PVC Screen:
4.0 to 8.9 feet.
Piezometer terminated at
8.9 feet.
4.
II MONITOR WELL INSTALLATION L
WELL NUMBER
DATE DRELLED
PROJECT NUMBER
PROJECT
PAGE 1 OF 1
A-39(SP)
3-5-99
20-8382-01
Riegel Ridge Landfill
TITAN ATLANTIC GROUP

1 DEPTH
(Fr.)
0.0
0.5
I
8.5
18.5
23.5
28.5
38.5
DESCRIPTION
ELEV.
(FP.)
N MONITOR WELL
57.36 n Soil Cuttings: 0.0 to
56.86 17.0 feet.
7
'Topsoil
Finn to very stiff, moist, light brown and gray,
fine sandy silty CLAY (CL).
Medium dense to loose, saturated, light
brown-gray, fine SAND (SP)
Firm, wet, gray fine sandy silty CLAY (CL)
Stiff, moist, gray, CLAY (CH)
-------sa;turatet-- --d--gray--------CLAY-------(CH)----with------cemented-------------------------
Firm
shell fragments
Medium dense, saturated, gray, slightly
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME

3-19.99 2.11 17 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
25
22
-48.86
15
5
Bentonite Pellets: 17.0
to 18.0 feet.
-38.86 Filter Sand: 18.0 to 19.2
7 feet.
Slotted 2" PVC Screen:
19.2 to 29.1 feet.
-33.86
12
-28.86
7 Piezometer terminated at
29.1 feet. Borehole
backfilled with
cement-bentonite grout
from 29.1 to 50.0 feet.
5
-18.86
30
MONITOR WELL INSTALLATION
WELL NUMBER A-40(DP)
DATE DRILLED 3-1-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(Fr.)
48.5
50.0
DESCRIPTION
ELEV. N MONUOR WELL
fi•T.1
cemenemed clayey coarse SAND (SC) with
shell fragments
Very hard, moist, dark gray, fine sandy clayey
SILT (ML) (PEEDEE FORMATION)
Boring terminated at 50.0 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEVrH ELEVATION STABILIZATION TIME

3.18.99 2.11 17 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
8.86
• 7.36
MONITOR WELL INSTALLATION
WELL NUMBER A-40(DP)
DATE DRILLED 3-1-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
C
II

? o?
0.0
0.5
i
1
8.5
9.2
1
1
1
i
1
1
1
1
1
1
1
1
1
1
DESCRIPTION
ELEV.
(FT.1
N MONITOR WELL
.57-45 Soil Cuttings: 0.0 to
56.95 2.4 feet.
Bentonite Pellets: 2.4
to 3.4 feet.
,• Filter Sand: 3.4 to 9.2
feet.
' Slotted 2" PVC Screen:
4.4 to 9.2 feet.
-48.95

-48.25 Piezometer terminated at
9.2 feet.
'Topsoil
Firm to very stiff, moist, light brown and gray,
fine sandy silty CLAY (CL).
Medium dense to loose, saturated, light brown-
gray, fine SAND SP
Boring terminated at 9.2 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-3-99 2.14 2 days
3.18-99 206 17 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-40(SP)
DATE DRILLED 3-1-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
0.8
3.5
6.0
13.!
18.'
23.:
28.
45.25
40.25
35.25
-30.25
33.5 25.25
38.5 20.25
Classified By: E. Norgiel BORING LOG
Driller: Bore and Core
Drill Rig: CME-45B ATV BORING NUMBER A-41
Boring Type: 3-1/4' ID HSA DATE DRILLED 3-6-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPrH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
DESCRIPTION
ELEV. • PENETRATION - m6vws/ruui-
(FTJ
58.75
57.95
55.25
52.75

Topsoil +++

+++
Loose, moist, orange-brown, clayey fine
SAND (SC)
Stiff, moist, gray, fine sandy CLAY (CL)
Loose to medium dense, saturated, light gray,
silty fine SAND (SM)
Stiff, saturated, white, clayey SILT (WO
Medium dense, saturated, white, silty fine
SAND (SM)
Very stiff, wet, orange, fine sandy SILT (ML)
i Loose, moist, gray, clayey medium SAND (SC)

fine
Very loose, wet, dark gray, silty
SAND (SM)
Medium dense, saturated, gray, clayey coarse
SAND (SC) with shell fragments
10 20 30 40 60 80
•
•
•
•
•
•
•
•

•
7
15
6
22
12 I
18 I
16
9
WOH
15

43.5
48.8
1
1
1
1
1
1
i
1
i
1
1
1
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(F'•)
10 20 30 40 60 80
Medium dense, saturated, gray, clayey coarse
SAND (SC) with shell fragments.
Very hard, moist, clayey medium sandy SILT (ML)
with shell fragments.
[PEEDEE FORMATION)
Boring terminated at 48.8 feet. Borehole
backfilled with cement bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3-1/4" ID HSA
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
15.25
-9.95
50/1'
50/3"
BORING LOG
BORING NUMBER A-41
DATE DRILLED 3-6-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(T•)
0.0
0.8
3.5
6.0
9.0
DESCRUMON
ELEV.
("A
N MONITOR WELL
58.75 Sod Cuttings: 0.0 to
57.95 2.0 feet.
Bentonite Pellets: 2.0
to 3.0 feet.
25
55 '• Filter Sand: 3.0 to 9.0
. feet.
• Slotted 2" PVC Screen:
4.0 to 9.0 feet.
52.75
• 49.75 Piezometer terminated at
9.0 feet.

Topsoil ./+++
++++
Loose, moist, orange-brown, clayey fine
SAND (SC)
Stiff, moist, gray, fine sandy CLAY (CL)
Loose to medium dense. saturated, light gray,
silty fine SAND (SM)
Boring terminated at 9.0 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-7-99 2.01 24 M
3-19-99 1.93 13 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS -
MONITOR WELL INSTALLATION
WELL NUMBER A-41(SP)
DATE DRILLED 3-6-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1

TITAN ATLANTIC GROUP

DEPTH
? o,
0*0
r
? .o
i
18.5
,
? a5
? u.
r
DESCRIP'T'ION
'Topsoil
Stiff, moist, brown and* red, fine sandy silty
CLAY (CL)
Very loose to dense, moist to saturated, orange c)X
and brown, slightly silty fine SAND (SP-SM)
1 t??a
:?7Y1
r 01
'.Gl:L 1
?tf ?:1:
i t?a?l

rt? :ln'

rty?ti'

CI3:0
'l1i;l

L I x:1:1:
47XI

Very loose to loose, saturated, light brown and
gray, clayey fine SAND (SC)
Firm, wet, light brown, fine sandy silty CLAY (CL)
Very soft, wet, gray CLAY (CH) 00,
5
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT,)
61.42
60.92
55.42
42.92
-32.92
-27.92
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
•

• •
•
•
•
•

BORING LOG
10
14
36
14
3
7
3
5
WOH
WOR
BORING NUMBER A-42
DATE DRILLED 2-28-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
43.5
48.5
50.d
DESCRIPTION
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60 80
Very soft, wet, gray CLAY (CH)
-----
- -------------------------------------------------
Stiff. saturated, gray, CLAY (CI) with shell
fragments
Very hard, wet. dark brown. fine sandy clayey
SILT (ML) 1PEEDEE FORMATION
Boring terminated at 50 feet. Borehole
backflled with cement-bentonite grout.
Groundwater not measured.
84 1
Classified By: E. Norgiel BORING LOG
Driller: Bore and Core
Drill Rig: CME-45B ATV BORING NUMBER A-42
Boring Type: Mud Rotary DATE DRMLED 2-28-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPrH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
r
17.92
•
13 1
12.92
11.42
DEPTH
0.0
? o,
1
1 '?
8.8
1
1
1
1
i
1
i
1
1
1
DESCRIP'T'ION
ELEV.
(Fr.)
To il
Sdff, moist, brown and red, fine sandy silty
CLAY (CL)
Very loose to dense, moist to saturated, orange
X=rf
ii•F
ii
and brown, slightly silty fine SAND (SP-SM)

)xt rr
Boring terminated at 8.8 feet.
Classified By: E. Norgiel
_,. Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3-1/4" ID HSA

G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
2-28-99 2.90 0 hr
3.19-99 3.37 19 day

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
61.42
60.92
-55.42
-52.62
N MONITOR WELL
FZM Soil Cuttings: 0.0 to
2.0 feet.
Bentonite Pellets: 2.0
to 3.0 feet.
Filter Sand: 3.0 to 8.8
feet.
RUA Slotted 2" PVC Screen:
4.0 to 8.8 feet.
Piezometer terminated at
8.8 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-42(SP)
DATE DRILLED 2-28-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
0.5
6.0
18.5
23.5
28.5
33.!
DESCRIPTION
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
11
10
23
5
6 1
7 I
5 1
13 1
3
7
DATE TIME DEPTH ELEVATION SCABIUTATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2 x
TITAN ATLANTIC GROUP
ELEV. • PENETRATION - BLUWS/tUOT
(FT.)
58.59
58.09
-52.59
-40.09
-35.09
-30.09
-25.09
38.5 Loose, wet, gray, medium to coarse SAND (SW) 20.09
Classified By: E. Norgiel BORING LOG
Driller: Bore and Core
Drill Rig: CME=45B ATV BORING NUMBER A-43
Boring Type: Mud Rotary DATE DRILLED 2-27-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
,Topsoil
Stiff, moist, brown, gray and orange, fien
sandy silty CLAY (CL).
Medium dense to loose, moist, light gray; - t7s?
slightly silty fine SAND (SP-SM) ;
i is d:1
.

M
U
t
7:1y
I

t?t
i
?±,
t
t
t7:1:1'
• •YJ:Y 1

t?:l•1

rt7an'

L l 7:1:1'
f3:a:l

. ct?7i.
f t}ail'
:ct:rl
L 17:1:1:
t) t
t't79t.
Loose, saturated, gray, clayey fine SAND (SC)
Firm, wet, gray, fine sandy silty CLAY (CL)
Stiff, moist, light gray, CLAY (CH)
Very loose, saturated, gray, silty fine
SAND (SM)

1 0 2 0 3 0 4 0 6 0 80
•

• •
•
•
•
•
•
•

DEPTH
43.5
? o
t
i
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60 80
Loose, wet, gray, medium to coarse SAND (SW)
°------------------------------------------------------
Medium dense, mod-ark gray, medium to coarse
SAND (SW)
Very hard, moist, dark brown, fine sandy SILT (ML)
{PEEDEE FORMATION] . .
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
15.09
-10.09
-8.59
•
15
71
BORING LOG
BORING NUMBER A-43
DATE DRILLED 2-27-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT,)
0.0
0.5
6.0
8.9
DESCRIPTION
ELEV.
mr-1
N MONITOR WELL
. 58.59 Soil Cuttings: 0.0 to
58.09 2.1 feet.
Bentonite Pellets: 2.1
to 3.1 feet.
,• Filter Sand: 3.1 to 8.9
feet.
Slotted 2" PVC Screen:
4.1 to 8.9 feet.
-52.59

-49.69 Piezometer terminated at
8.9 feet.
To it
Stiff, moist, brown, gray and orange, file
sandy silty CLAY (CL)
Medium dense to loose, moist, li
8ht STaY,• x c r t
•ri;?i-F
slightly silty fine SAND (SP-SM) •k t t l
4:091 t
•
'
-
ri
i3:
s
axcrt
Boring terminated at 8.9 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3-1/4" ID HSA
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3.1-99 2.18 2 days
3-19.99 2.35 20 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-43(SP)
DATE DRILLED 2-27-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
fl

DEPTH
(FT.)
0.0
0.5
3.5
8.5
18.5
28.5
38.
DESCRIPTION
'Topsoil
Stiff, moist, orange, silty CLAY (CL)
----- ----°--
orange and -------IW----------------°--------------
Stiff, moist, gray, fine sandy silty
CLAY (CL)
Loose to medium dense, wet to saturated, orange
and gray, silty fine SAND (SM)
Stiff to firm, moist, gray, fine sandy silty
CLAY (CL)
---------------------------------------------------------
Very stiff to stiff, saturated, gray, fine to
medium sandy CLAY (CL), with shell fragments
Medium dense, saturated, gray, clayey coarse SAND

(SC) with shell fragments 5
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILrL1TION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
57.47
56.97
-53.97
-48.97
-38.97
-28.97
7
-1 .9
• PENETRATION - BLOWS/FOOT
1 0 2 0 3 0 4 0 6 0 8 0
•
•

• •
•
•
•
•
•
•
11
12
13
5
26
9
8
28
15
25
BORING LOG
BORING NUMBER A-44
DATE DRILLED 34-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH DESCRIPTION
- (FT.)
43.5
48.5
50.G
ELEV. • FENLTKAIIVN - DLVWb1VLKf
(Fr.)
Medium dense, saturated, gray, clayey coarse
SAND (SC) with shell fragments
Hard gray silty CLAY (CL), with cemented shell
fragments
[PEEDEE FORMATION]
Very stiff, moist, gray, fine sandy SILT (ML)
[PEEDEE FORMATION]
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-44
Boring Type: Mud Rotary DATE DRILLED 3-4-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
13.97
8.97
•
7.47
40 I
22 1
I
1
1

1
DEPTH
0.0
? o,
3*1
8.5
1
1
1
1
1
1
1
1
1
1
1
1
1
DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
:57,47 Soil Cuttings: 0.0 to
56.97 2.0 feet.
Bemomte Pellets: 2.0
to 3.0 feet.
-53
97 Filter Sand: 3.0 to 8.9
. feet.
Slotted 2" PVC Screen:
4.0 to 8.9 feet.
-48.97
48.57 Piezometer terminated at
8.9 feet.
'Topsoil
Stiff, moist, orange, silty CLAY (CL)
---------- -- -------- -------------------------------------•-----
Stiff
CLAY . mo (CL ist, orange and gray, fine sandy silty
)
Loose to medium dense, wet to saturated, orange
rand gray, silty fine SAND SM
Boring terminated at 8.9 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-5-99 3.29 24 hr
3.19-99 3.09 14 drys

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-44(SP)
DATE DRILLED 3-4-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE I OF I
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
1.0
8.5
18.1
33.
DESCRIPTION
ELEV. . rl/1?1ia1?tf lavt. uLV ?? V/1"VV 1
(FT.)

Topsoil
Firm to stiff. moist, orange, light brown and
gray, silty CLAY (CLY .
Medium dense to loose, saturated. light orange and
light gray, silty SAND (SM)
ITL
LL
Soft to very stiff , moist to wet, light gray,
CLAY (CH)
5 Loose to medium dense, saturated. clayey
gray.
coarse SAND (SC) with shell fragments
I -!o
55.76
54.76
47.26
37.26
-22.26
10 20 30 40 60 80
•
•
•
•
•

•
•
•
•
Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-45
Boring Type: Mud Rotary DATE DRILLED 3-4-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
8
9
13
14
9
10
4 I
24
9
18

1
1
1
1

DEPTH
1
1
48.5
? ba
1
1
1
1
1
1
l
1
1
1
1
1
1
DESCRIPTION
Medium dense, saturated, gray, clayey coarse SAND
(SC) with shell fragments
Very hard. moist, brown, fine sandy clayey SILT
(ML) [PEEDEE FORMATION)
Boring terminated at 50 feet. Borehole backfilled .
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
-7.26
-5.76
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
20
51
BORING LOG
BORING NUMBER A-45
DATE DRILLED 3-4-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(Fr.)
0.0
1.0
8.5
8.6
DESCRIPTION
ELEV.
(FT-1
Topsoil
Firm to stiff, moist, orange, light brown and
gray, silty CLAY (CL)
Medium dense to loose, saturated, light orange and
light gray, silty SAND S
Boring terminated at 8.6 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDW ATER READING S
DATE TIME DEVrH ELEVATION STABILIZATION TIME
3699 4.05 2 days
318-99 4.17 14 days

5536
54.76
47.26
47.16
N MONITOR WELL
Soil Cuttings: 0.0 to
1.7 feet.
Bentonite Pellets: 1.7
to 2.7 feet.
• Filter Sand: 2.7 to 8.6
feet.
Slotted 2" PVC Screen:
3.7 to 8.6 feet.
Piezometer terminated at
8.6 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A45(SP)
DATE DRILLED 3-4-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
DEPTH
(FT.)
0.0
0.3
8.5
13.5
18.5
23.5
28.5
38.5
DESCRIPTION
To oil
Loose to medium dense, moist, light brown, silty
fine SAND (SM)
Stiff, moist, light gray, silty CLAY (CL)
Very loose, saturated, orange and light brown,
silty fine SAND (SM)

H I
T

T
T:
Very soft, saturated, gray, CLAY (CH)
Very loose, saturated, gray, silty SAND (SM)
I I
T:
Soft to very soft, moist, gray, fine sandy silty
CLAY (CL)
Medium dense to very loose, saturated, gray,
= clayey coarse SAND (SC) with shell fragments
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(F'•)
59.44
59.14
-50.94
-45.94
- 40.94
-35.94
-30.94
94
-20.
• PENETRATION - BLOWS/FOOT
1 0 2 0 3 0 4 0 6 0 8 0

• •
•
•

•
•

•
12
6
12
10
3
WOH
4
3
WOH
18
BORING LOG
BORING NUMBER A46
DATE DRILLED 3-8-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
50.4
DESCRIPTION ELEV. • PENETRATION - BLOWSIFOOT
(FT.)
10 20 30 40 60 80
Medium dense to very loose, saturated, gray,
clayey coarse SAND (SC) with shell fragments
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
treasured.
0
9.44
17 1
2 1
1•
Classified By: E. Norgiel BORING LOG
Driller: Bore and Core
Drill Rig: CME-45B ATV BORING NUMBER A-46
Boring Type: Mud Rotary DATE DRILLED 3-8-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

1DEPTH
0.0
? o,
1
r
8-5
8.9
DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
:59.44 Soil Cuttings: 0.0 to
59.14 2.0 feet.
Bentonite Pellets: 2.0
to 3.0 feet.
• Filter Sand: 3.0 to 8.9
feet.
Slotted 2" PVC Screen: .
4.0 to 8.9 feet.
-50.94
- 50.54 Piezometer terminated
at 8.9 feet.
To oil
Loose to medium dense, moist, light brown, silty
fine SAND (SM)
% Stiff, moist, light gray, silty CLAY CL
-Boring terminated at 8.9 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3-1/4" ID HSA

G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-9.99 2.81 24 hm
3-19-99 2.80 11 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-46(SP)
DATE DRILLED 3-8-99
PROTECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(F'•)
0.0
1.0
3.5
6.0
8.5
18.!
23.:
28.:
33..
38.
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
Topsoil +++
Firm, [twist, brown-gray, fine sandy SILT (ML)
Very stiff, moist. Bray, fine sandy silty
CLAY (CL)
Medium dense, moist to saturated, light
gray silty fine SAND (SM)
Loose to medium dense, saturated, light gray and
light brown fine SAND (SP)
Loose, saturated, light orange, silty fine
SAND (SM)
- ------ ----------- ----------------------------------

Medium dense. wet. li ght orange, silty
..
..
.
fine SAND (SM)
Medium dense, wet, light gray. clayey SAND (SC)
Firm, saturated, dark gray, fine sandy, SILT (ML)

S Medium dense, saturated, gray, slightly cemented
clayey fine to coarse SAND (SC) w/shell fragments
57.33
56.33
53.83
51.33
48.83
-38.83
-33.83
-28.83
-23.83
-18.83
10 20 30 40 60 8 0
•

• •

•
•
•
•
•
Classified By: E. Norgiel BORING LOG
Driller: Bore and Core
Drill Rig: CME-45B ATV BORING NUMBER A-47
Boring Type: Mud Rotary DATE DRILLED 3-3-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILrZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
. TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
8
19
22
6

21
9
12
15
5
25

DEPTH
(FT.)
48.5
49.9
1
1
1
1
f
1
1
A
1
1
1
1
1
1
DESCRIPTION
Medium dense, saturated, gray, slightly cemented
clayey fine to coarse SAND (SC) with shell
fragments
Very hard, wet, gray, fine sandy clayey SILT (ML)
[PEEDEE FORMATION)
Boring terminated at 49.9 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.) .
-8.83
-7.43
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
19
50/5'
BORING LOG
BORING NUMBER A-47
DATE DRILLED 3-3-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT,)
0.0
1.0
3.5
6.0
8.5
8.9
DESCRIPTION
ELEV.
(F F.)
Topsoil
Firm, moist. brown-gray, fine sandy SILT (ML)
Very stiff, moist, gray, fine sandy silty
CLAY (CL)
Loose to medium dense, moist to saturated: light
gray silty fine SAND (SM)
Loose saturated light-gray fine SAND (SP) j
Boring terminated at 8.9 feet.
Classified By: E. Norgiel
Driller: Bore and Core Drill Rig: CME-45B ATV
Boring Type: 3-1/4" ID HSA
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-4.99 O.aD 24 hs
349-99 1.11 16 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
5733
56.33
53.83
51.33
48.83
48.43
N MONITOR WELL
Soil Cuttings: 0.0 to
2.1 feet.
Bentonite Pellets: 2.1
to 3.1 feet.
Filter Sand: 3.1 to 8.9
feet.
Slotted 2" PVC Screen:
4.1 to 8.9 feet.
Piezometer terminated
at 8.9 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-47(SP)
DATE DRILLED 3-3-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1

r
TITAN ATLANTIC GROUP

DEPTH
0.0
3.5
6.0
9.5
13.5
23.5
33.5
38.5
DESCRI MON
Stiff, moist, gray, fine sandy SILT (ML)
---------------------------------------------------------
Stiff, moist, gray. fine sandy clayey SILT ML)
Medium dense, moist, gray, silty fine SAND (SM)
Firm, saturated, light gray, clayey SILT (ML)
Very loose, saturated, gray, silty fine SAND (SM)
Very soft to stiff, moist, gray. CLAY (CH)
Soft, wet, gray, fine sandy silty CLAY (CL)
- -------------------------------------------------------
Very stiff, saturated, gray, silty CLAY (CL) with
shell fragments
Classified By: E. Norgiel
Driller: -Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
56.45
-52.95
-50.45
-47.95
-42.95
-32.95
-22.95
• PENETRATION - BLOWS/FOOT
1 0 2 0 3 0 4 0 6 0 8 0

• •

• •
•

•

•

13
9
15
6
4
WOH
13
WOH
3
29
-17.95
BORING LOG
BORING NUMBER A48
DATE DRILLED 3-3-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH DESCRIPTION
(FT.)
43.5
49.4
Very stiff, saturated. gray. silty CLAY (CL) with
shell fragments
Very hard. moist, gray. fine sandy clayey
SII.T (ML)
[PEEDEE FORMATION]
Boring terminated at 49.4 feet. Borehole
backflled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60 80
12.95
7.05
BORING NUMBER
DATE DRILLED
PROJECT NUMBER
PROJECT
PAGE 2 OF 2
BORING LOG
A-48
3-3-99
20-8382-01
Riegel Ridge Landfill
50/6" 1
5015" 1
TITAN ATLANTIC GROUP
1
1
1
1
DEPTH
(FT.)
0.0
3.5
6.0
8.5
9.0

A
1
1
DESCRIP'T'ION
ELEV.
( r-1
N MONITOR WELL
- 56.45 Soil Cuttings: 0.0 to
2.2 feet.
Bentonite Pellets: 2.2
to 3.2 feet.
-52.95 ,• Filter Sand: 3.2 to 9.0
feet.
Slotted 2" PVC Screen:
4.2 to 9.0 feet.
-50.45
-47.95 1- M
-47.45 Piezometer terminated at
9.0 feet.
Stiff, moist, gray, fine sandy SILT (ML)
------- -------------------------------------------------------
stiff, moist, gray, file sandy clayey SILT ML)
Medium dense, moist, gray, silty fine SAND (SM)
Firm, saturated, light gray, clayey SILT ML
Boring terminated at 9.0 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3-1/4" ID HSA
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-499 LOD 24 hrs
119-99 1.01 16 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-48(SP)
DATE DRILLED 3-3-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill.
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
3.5
8.5
13.5
23.'
28.:
33..
DESCRIPTION
ELEV. •. PENETRATION - BLOWS/FOOT
(FT.)
57.1
53.6
Firm, moist, light brown. fine sandy silty
CLAY (CL)
Stiff to very stiff, moist, light brown and gray,
fine sandy clayey SILT (ML)
Soft, wet, orange-brown, fine sandy silty
CLAY (CL)
Very loose, saturated, gray, silty fine SAND (SM)
Stiff, moist, light gray, fine sandy silty
CLAY (CL)
Very loose, saturated, dark gray silty medium to
coarse, SAND (SM)
Stiff to very stiff, saturated gray silty
CLAY (CL) with shell fragments
r ? TITAN ATLANTIC GROUP
48.6
43.6
-33.6
-28.6
-23.6
5
23
11
3
3 1
2 1
11 I
2
15
20
10 20 30 40 60 80
•
•

• •
•
•
•
•
•

Classified By: E. Norgiel BORING LOG
Driller: Bore and Core
Drill Rig: CME-45B ATV BORING NUMBER A-49
Boring Type: Mud Rotary DATE DRILLED 3-6-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
1
DEPTH
41,1
? bo
1
1
1
1
1
1
1
1
1
1
1
1
1
1
DESCRIP'T'ION
Stiff to very stiff, saturated gray silty
CLAY (CL) with shell fagments
Medium dense to dense, saturated, gray. clayey
coarse SAND (SC) with shell fragments
FR.
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller' Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
-13.6
-7.1
0 PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
0
22
40
BORING LOG
BORING NUMBER A49
DATE DRILLED 3-6-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
. 0.0
3.5
8.5
8.9
DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
57A Soil Cuttings: 0.0 to
2.0 feet.
Bcntonite Pellets: 2.0
to 3.0 feet.
6
53 Filter Sand: 3.0 to 8.9
. feet.
,• Slotted 2" PVC Screen:
4.0 to 8.9 feet.
48.6
48.2 Piezometer terminated at
8.9 feet.
Firm. moist, light brown, fine sandy silty
CLAY (CL)
Stiff to very stiff, moist. light brown and gray,
fine sandy clayey SILT (ML)
Soft, wet, orange-brown, fine sandy silty
CLAY CL
Boring terminated at 8.9 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
.Boring Type: 3-1/4" ID HSA
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
37-99 2.33 24 Ms
3-M99 2.03 13 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-49(SP)
DATE DRILLED 3-6-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
1
DEPTH DESCRIPTION
(FT.)
0.0
' 1.0
8.5
t 13.5
' 18.5
23.5
28.5
38.5
ELEV. • PENETRATION BLOWS/FOOT
(FT.)
10 20 30 40 60 80
52.82
51.82
Topsoil +++
Firm, moist, orange-brown, fine sandy CLAY (CL)
Soft, moist, light gray, CLAY (C1)
Medium dense, saturated, light gray, silty fine
SAND (SM)
Firm, moist, gray, fine sandy silty CLAY (CL)
Loose, saturated, dark gray, clayey fine SAND (SC)
Stiff to very stiff, saturated gray silty
CLAY (CL) with cemented shell fragments
Medium dense, saturated, light t clayey
coarse SAND (SC) with shell ragments
Classified By: E. Norgiel
Driller: -- Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME

r

SEE KEY SHEET FOR EXPLANATION
' OF SYMBOLS AND ABBREVIATIONS
-44.32
-39.32
-34.32
-29.32
-24-32
-14.32
•
•
•
•
•
•
•
•
•
5
8
5
4
11 I
7 1
5 1
11 1
16 1
12
BORING LOG
BORING NUMBER A-50
DATE DRILLED 3-8-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
48.1
50.C
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60 80
Medium dense, saturated, light gray, clayey
coarse SAND (SC) with shell fragments
Hard, moist, gray, fine sandy SILT (ML)
[PEEDEE FORMATION)
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
0
4.32
2.82
BORING LOG
BORING NUMBER A-50
DATE DRILLED 3-8-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
14
42
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
TITAN ATLANTIC GROUP

1D
0.0
1.0
1
1
8.5
1
1
1
1
1
1
1
1
1
i
1
1
1
1
DESCRIPTION
ELEV. N
!FT_1
Topsoil
Firm, moist, orange-brown, fine sandy CLAY (CL)
Soft, moist, light gray, CLAY (CH)
Boring terminated at 9.4 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-9-99 3.91 24 hrs
3-19.99 3.90 11 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL
Soil Cuttings: 0.0 to
2.6 feet.
Bentonite Pellets: 2.6
to 3.6 feet.
Filter Sand: 3.6 to 9.4
feet.
Slotted 2" PVC Screen:
4.6 to 9.4 feet.
Piezometer terminated at
9.4 feet.
MONITOR WELL INSTALLATION
WELL NUMBER A-50(SP)
DATE DRELLED 3-8-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
52.82
-51.82
-44.32
-43.42
DEPTH
(Fr.)
0.0
3.5
13.!
18..
28.:
34.5
38.
DESCRIPTION.
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
8
4
15
6
14
10
6 1
4
31
9
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPrN ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE I OF 2
TITAN ATLANTIC GROUP
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60 80
54.94
51.44
•
•
•
•
-41.44
•
-36.44
1 •
-26.44
20.44
16.44
1 • 1
Classified By: E. Norgiel BORING LOG
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig BORING NUMBER A-51
Boring Type: Mud Rotary DATE DRILLED .3-6-99
Firm, moist, light brown, fine sandy SILT (ML)
Soft to stiff, moist, light brown, light orange
and light gray, fine sandy silty CLAY (CL)
Medium dense, saturated, pink-gray, silty fine
SAND (SM)
Firm to stiff, saturated, orange-brown, fine
sandy clayey SII,T (ML)
Very loose, moist, light gray, clayey medium to
coarse SAND (SC)
Dense, saturated, orange slightly-clayey coarse
SAND (SP-SC) rt: r

Yti:i
'r:.r•1
l:x:

Stiff saturated gray silty CLAY (CL) with shell
fragments

? o?
43.5
1
? ?o
1
1
1
1
1
1
1
1
1
1
1
1
1
DESCRIPTION
Stiff, saturated, gray, silty CLAY (CL) with
shell fragments
Medium dense, saturated, light gray, clayey
coarse SAND (SC) with shell fragments
Very stiff, moist, gray, fine sandy clayey SILT
(ML) [PEEDEE FORMATION]
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
-11.44
-6.44
-4.94
• PENETRATION - BLOWSIFOOT
10 20 30 40 60 80
19
20
BORING LOG
BORING NUMBER A-51
DATE DRILLED 3-6-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
3.5
9.U
DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
54.94 Soil Cuttings: 0.0 to
2.1 feet.
Bentonite Pellets: 2.1
to 3.1 feet.
51.44 Filter Sand: 3.1 to 9.0
feet.
Slotted 2" PVC Screen:
4.1 to 9.0 feet.
45.94 Piezometer terminated at
9.0 feet.
Firm, moist. light brown, fine sandy SILT (ML)
Soft to stiff, moist. light brown, light orange
and light gray. fine sandy silty CLAY (CL)
Boning terminated at 9.0 feet.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-7-99 3.69 24 hrs
3-19-9 3.54 13 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-51(SP)
DATE DRILLED 3-6-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF I

TITAN ATLANTIC GROUP

DEPTH DESCRIPTION
1 (FT,)
0.0
Topsoil
0.6
1
r
1
1
r
r

18.5
1

23.5
r
28.5
1
r 33
5 -
.

1

' 38.

Classified By: E. Norgiel
' Driller: Carolina Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME

i

SEE KEY SHEET FOR EXPLANATION
r OF SYMBOLS AND ABBREVIATIONS

Very loose to medium dense, moist to saturated,

ND (SM)
orange-brown and gray;silty fine SA
Very soft, saturated, gray, CLAY (CH)
Very loose, saturated, gray, silty fine SAND (SM)
Soft, moist, gray, fine sandy, silty CLAY (CL)

-------------------
--- ----------------------------------
Very soft, moist, dark gray, fine sartdy silty
CLAY (CL)
Medium dense, moist, gray, clayey coarse SAND (SC)
with shell fragments 5
oz,
ELEV.
(Fr.)
59.87
59.27
-41.37
-36.37
-31.37
-26.37
- 21.37
• PENETRATION - BLOWS/FOOT
1 0 2 0 3 0 4 0 6 0 8 0
•
•
•
•

•
•

•
3
4
9
13
12
WOH
4
3
WOH
22
BORING LOG
BORING NUMBER A-52
DATE DRILLED 3-6-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
48.5
50A
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
10 20 30 40 60 80
Medium dense, moist, gray, clayey coarse SAND (SC)
with shell fragments
---••------••-•--------•------------------ ----- - ---
Loose saturated gray clayey coarse SAND (SC)
with shell fragments
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
•
11.37
9.87
15 1
9
Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: Track Rig LPRONCT G NUMBER A-52
Boring Type: Mud Rotary RILLED 3-6-99
GROUNDWATER READINGS NUMBER 20-8382-01
DATE TIME DMH ELEVATION STABILIZATION TIME CRiegel Ridge Landfill
OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

DEPTH
0.0
? o.
8.5
1
1
1
1
1
1
1
1
DESCRIP'T'ION
ELEV.
(FT.)
N MONITOR WELL
_ 59.87 Soil Cuttings: 0.0 to
59.27 2.1 feet.
Bentonite Pellets: 2.1
to 3.1 feet.
• Filter Sand: 3.1 to 8.5
feet.
Slotted 2" PVC Screen:
4.1 to 8.5 feet.
-51.37 Piezometer terminated at
8.5 feet.
-Topsoil
Very loose to medium dense. moist to saturated,
orange-brown and gray: silty fine SAND (SM)

1

IL

L
Boring terminated at 8.5 feet.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: 3" Wash Rotary

G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
17-99 3.62 24 hrs
118-99 3.79 12 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-52(SP)
DATE DRILLED 3-6-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
0.9

8.5
13.5
18.5
23.:
28.:
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
59.19
58.29
50.69
45.69
-40.69
-35.69
-30.69
5
10
9
10
WOH
2
17
2
9
38.5 20.69
Classified By: E. Norgiel BORING LOG
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig BORING NUMBER A-53
Boring Type: Mud Rotary DATE DRILLED 3-6-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS ,
DESCRIPTION
Topsoil
Firm to stiff, moist, brown, orange-brown and
gray, fine sandy clayey SILT (ML)
Loose. saturated. light gray, silty fine SAND (SM)
Very soft, saturated, dark gray, medium sandy
silty CLAY (CL)
Very soft, saturated, gray, CLAY (CH)
Medium dense, saturated, gray, silty fine
SAND (SM)
Very loose to loose, saturated, gray clayey medium
to coarse SAND (SC) with shell fragments
Stiff, moist, gray, fine sandy clayey SILT (ML)
10
10 20 30 40 60 84
•
•

•
•
•
•

DEPTH
43.5
i
50.0
i
i
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(F'")
10 20 30 40 60 80
Stiff, moist, gray, fine sandy clayey SILT (ML)
--------------------------------------------------------
Very hard moist gray fine sandy clayey SILT (ML)
[PEEDEE FORMATION)
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
-15.69
-9.19
50/4"
61
BORING LOG
BORING NUMBER A-53
DATE DRILLED 3-6-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(Fr.)
0.0
0.9
8.5
9.1
DESCRIPTION
ELEV.
(Fr.)
N MONITOR WELL
_59.49 Soil Cuttings: 0.0 to
58.29 2.0 feet.
Bentonite Pellets: 2.0
to 3.0 feet.
• Filter Sand: 3.0 to 9.1
feet.
Slotted 2" PVC Screen:
4.0 to 9.1 feet.
• 50.69
50.09 Piezometer terminated at
9.1 feet.
Topsoil
Firm to stiff, moist, brown, orange-brown and
gray, fine sandy clayey SII.T (ML)
silty fine SAND S
light
saturated
Loose
,
,
,
Boring terminated at 9.1 feet.
Classified By. E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3999 3.23 2 days
31999 3.17 13 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-53(SP)
DATE DRILLED 3-6-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1

TITAN ATLANTIC GROUP

DEPTH
(FT.) DESCRIPTION

0.0
r ,
r

r 6.0

8.5
r
r
r

18.5

1

23.5

r
r
r
33.

1
'
' 38.5

Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME

1

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
Firm, moist, lipp?ttt brown and gray. fi>ic sandy
silty CLAY (C).,)
Loose, moist. orange-red, silty clayey fine -
SAND (SC)

rated, orange
Medium dense to loose, moist to saw
and light brown, silty fine SAND (SM)
Very soft, saturated, gray, CLAY (CH)
Loose, saturated, gray, clayey, silty fine
SAND (SM)
Very soft, saturated, gray, fine sandy silty
CLAY (CL)
Very loose, saturated, dark gray, silty fine
SAND (SM) 5
ELEV.
(FT.)
55.64
-49.64
-47.14
-37.14
-32.14
-22.14
- 17.14
• PENETRATION - BLOWS/FOOT
1 0 2 0 30 4 0 6 0 8 0
•
•
•
•
•
•
•

7
7
10
16
6
2
6
9
WOH
WOR
BORING LOG
BORING NUMBER A-54
DATE DRILLED 3-8-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH DESCRIPTION
(FTJ
43.5
49.3

ery loose, saturated, dark gray, silty fine
V
SAND (SM)
Very hard, moist, gray, fine sandy clayey
SILT (ML)
[PEEDEE FORMATION]
Boring terminated at 49.3 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV. 0 PENETRATION - BLOWS/FOOT
(FT-)
10 20 30 40 60 80
12.14
6.34
BORING NUMBER
DATE DRILLED
PROJECT NUMBER
PROJECT
PAGE 2 OF 2
BORING LOG
A-54
.3-8-99
20-8382-01
Riegel Ridge Landfill
80
50/4'
TITAN ATLANTIC GROUP

? o?
? oa
6.0
8.5
8.8
1
1
1
1
1
1
1
1
1
1
1
1
DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
' ss.64 Soil Cuttings: 0.0 to
1.9 feet.
Bentonite Pellets: 1.9
to 2.9 feet.
• Filter Sand: 2.9 feet to
8.8 feet.
Slotted 2" PVC Screen:
3.9 to 8.8 feet.
-49.64
- 47.14
47 Piezometer terminated at
8.8 feet.
Firm, moist, light brown and gray, fine sandy
silty CLAY (CL)
Loose, moist, orange-red, silty clayey fine- .
SAND (SC)
- vmz
Medium dense to loose, moist to saturated, orange
and light brown, silty fine SAND: S
Boring terminated at 8.8 feet.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: 3" Wash Rotary
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-9-99 4.51 24 M
3-19.99 3.44 11 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-54(SP)
DATE DRILLED 3-8-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
3.5
6.0
8.5
18.`
38.
DESCRIPTION
Firm, moist, brown, fine sandy SII.T (ML)
--------------------------------------------------------
Firm, moist, brown, fine sandy clayey SILT (ML)
Very soft, saturated. brown, silty CLAY (CL) with
organics
Medium dense, moist, gray, silty fine SAND (SM)
Firm to very stiff, saturated gray silty CLAY (CL)
with shell fragments
Medium dense, saturated, light agclayey,
l
l fragments
coarse SAND (SC) with she
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
47.92
44.42
• 41.92
• 39.42
-29.42
-9.42
1 0 2 0 30 4 0 6 0 8 0
•
•
•
•
•
•

•
•
•
Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME 550 ATV BORING NUMBER A-55
Boring Type: Mud Rotary DATE DRILLED 3-2-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
5
5
2
28

26
8
20
17
23
22
1
DEPTH
41*5
? ? a
t
1
1
1
1
1
1
1
1
1
i
1
DESCRIPTION
Medium dense, saturated. light gray, clayey
coarse SAND (SC) with shell fragments
---------------------------------------------------------
Very dens aturatedyight gray layey coarse
SAND (S ith shell fragmefts
Hard, saturated, gray, clayey fine sandy SILT (ML)
[PEEDEE FORMATION)
Boring terminated at 50 feet. Borehole backfrlled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME 550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
-4.42
--0.58
--2.08
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
•
58
35
BORING LOG
BORING NUMBER A-55
DATE DRILLED 3-2-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
3.5
6.0
8.5
9.1
DESCRIPTION
ELEV.
(Ff.)
N MONITOR WELL
47.92 Soil Cuttings: 0.0 to
2.3 feet.
Bentonite Pellets: 2.3
to 3.3 feet.
• 44.42 ; Filter Sand: 3.3 to 9.1
feet.
Slotted 2' PVC Screen:
4.3 to 9.1 feet.
-41.92
- 39.42
-38.82 Piezometer terminated at
9.1 feet.

Firm, moist, brown, fine sandy SILT (ML)
--- ------•-----------------------•-----------•-------------------
Firm, moist, brown, fine sandy clayey SII.T (ML)
Very soft, saturated, brown, silty CLAY(CL) with
organics
silty fine SAND (SM)
moist
Medium dense
gray 101
,
,
,
Boring terminated at 9.1 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME 550 ATV
Boring Type: 3' Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
1599 1.75 3 days
118-99 1.86 16 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-55(SP)
DATE DRQ.LED 3-2-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
1
DEPTH
(FT,)
0.0
6.0
18.5
23.5
28.5
33.5
38.5
DESCRIPTION
Firm, moist, brown, fine sandy clayey SILT (ML)
with organics
Very soft, saturated, brown, silty CLAY (CL) with
organics
Loose to medium dense, light brown, silty
fine SAND (SM)
Loose, saturated, light gray, clayey fine
SAND (SC)
Loose, wet, dark gray, clayey fine to medium
SAND (SC)
Firm saturated gray silty CLAY (CL) with
cemented shell fragments
Medium dense, saturated, gray, clayey medium to
coarse SAND (SC) with shell fragments
Very stiff, saturated, gray, silty CLAY (CL) with
cemented shell fragments
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
48.08
-44.58
-42.08
-29.58
-24.58
-19.58
-14.58
- 9.58
• PENETRATION - BLOWS/FOOT
1 0 2 0 3 0 4 0 6 0 8 0
•
•
•
•
•
•
•
•
•
•
5
2
7
11
7
7
6
8
17
26
BORING LOG
BORING NUMBER A-56
DATE DRILLED 3-2-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH DESCRIPTION
(FT.)
43.5
50.(
ELEV. • PENETRATION - BLOWS/FOOT
(Fr.)

Very stiff, saturated. gray, silty CLAY (CL) with
cemented shell fragments
Hard to stiff, saturated, gray, fine sandy
clayey SILT (ML)
[PEEDEE FORMATION]
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
4.58
-1.92
•
38
16
1
1

Classified By: E. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-56
Boring Type: Mud Rotary DATE DRILLED, 3-2-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 20F2
TITAN ATLANTIC GROUP

DEPTH
(FT.)
0.0
3.5
6.0
9.4
1
1
1
1
1
DESCRIPTION
ELEV.
(FT.1
N MONITOR WELL
48,08 Soil Cuttings: 0.0 to
2.5 feet.
Bentonite Pellets: 2.5
-44
58 to 3.5 feet.
. • Filter Sand: 3.5 to 9.4
feet.
• Slotted 2" PVC Screen:
4.5 to 9.4 feet.
-42.08
-3 8.68
Piezometer terminated at
9.4 feet.
Firm, moist, brown, fine sandy clayey SILT (ML)
with organics
Very soft, saturated, brown, silty CLAY (CL) with
organics
Loose to medium dense, light brown, silty
fine SAND (SM)
.Boring terminated at 9.4 feet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
1199 1.92 24 hrs
119.99 2.01 17 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-56(SP)
DATE DRILLED 3-2-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
0T.)
0.0
0.5
3.5
6.0
13.!
18.:
23.:
28.
DESCRIPTION ELEV. • PENETRATION - BLOWS/r'OOT
(FT.)
,Topsoil
Loose, dry, dark brown, silty fine SAND (SM)
- ---------------------------------------------------
Loose. moist, dark brown, silty fine .. .. .
SAND (SM)
Very soft, moist, light gray, fine sandy silty
CLAY (CL)
Very loose, moist, orange, silty fine SAND (SK
Soft, wet, gray, fine sandy, SILT (ML)
Very soft, moist, dark gray, fine sandy silty
CLAY (CL)
i -Sti----ff--s---------d,---gray---,----sandy------silty--CLAY----°--(CL)---------------
, aturate
with cemented shell fragments
51.21
50.71
47.71
45.21
37.71
32.71
-27.71
-22.71
10 20 30 40 60 80
•
•
•
•
•
•
•
•
Classified By: E. Norgiel BORING LOG
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig BORING NUMBER A-57
Boring Type: Mud Rotary DATE DRILLED 3-5-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
7
10
2
2
4 I

t
4
1
15
14
13

DEPTH
43.5
? no
i
i
DESCRIPTION
Stiff, saturated, gray, sandy silty CLAY (CL)
with cemented shell fragments
Very stiff to very hard, moist, gray, fine sandy
clayey SILT (ML)
[PEEDEE FORMATION]
Boring terminated at 50 feet. Borehole backfilled
with cement-bentonite grout. Groundwater not
measured.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(F'•)
-7.71
-1.21
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
29
58
BORING LOG
BORING NUMBER A-57
DATE DRILLED 3-5-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
0.5
3.5
6.0
8.9
DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
51.21 Soil Cuttings: 0.0 to
50.71 2.0 feet.
Bentonite Pellets: 2.0
to 3.0 feet.
47
71 • Filter Sand: 3.0 to 8.9
. feet.
,• Slotted 2" PVC Screen:
4.0 to 8.9 feet.
45.21
42.31 Piezometer terminated at
8.9 feet.

To it
Loose, dry, dark brown, silty fine SAND (SM)
-------------------------------------------------------------------
Loose, moist. dark brown, silty fine
SAND (SM) .. ..
Very sok moist, light gray, fine sandy.silty. .
CLAY (CL)
Boring terminated at 8.9 feet.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: 3" Wash Rotary
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-7-99 1.39 2 drys
3.19.99 1.19 14 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-57(SP)
DATE DRILLED 3-5-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
TITAN ATLANTIC GROUP

DEPTH DESCRIPTION
(FT.)
0.0 Firm, moist, gray, fine sandy silty CL

3.5 Very soft, saturated, dark brown, fine
ORGANIC SILT (OL) with organic fra

13.5 Medium dense, moist, light gray, fine

23.5 Firm, moist, gray, fine sandy, silty CL

28.5 - - -------------- ------------------
Firm saturated gray silty CLAY (CL)
fragments

33.5 Loose, saturated, gray, gravelly slight!
fine to coarse SAND (SP-SM) with sh

38.5
38.5
Hard to very hard, saturated, gray, fin
AY (CL)
sandy
gments
SAND (SP)
AY (CL)
------ -- ----------
silty

:
ell fragments 1 i
e sandy
clayey SILT (ML) [PEEDEE FORMATION) ills

V/z
with shelf

ta;l

rll:l?'

Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
G ROUNDW ATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
WT.)
48.18
-44.68
-34.68
-24.68
-19.68
-14.68
-9.68
• PENETRATION - BLOWS/FOOT
1 0 2 0 3 0 4 0 6 0 8 0
•
•
•
•
•
•
•

7
2
1
WOR
18
11
7
5
10
42
BORING LOG
BORING NUMBER A-58
DATE DRILLED 3-5-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
DEPTH
(FT.)
49.7
DESCRIPTION ELEV. W rr tNZ I ICA 1 ivi14 - uJU%i TV w r w i
(FT.) -
10 20 30 40 60 80
Hard to very hard, saturated. gray, fine sandy
clayey SII.T (ML)
[PEEDEE FORMATION)
Boring terminated at 49.7 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
•
-1.52
BORING LOG
BORING NUMBER A-58
DATE DRILLED 3-5-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
36
50/2"
t

I DEPTH DESCRIPTION ELE`
(F••)
0.0
3.5
r?
8.6
Firm, moist, gray, fine sandy silty CLAY (CL)
Very soft, saturated, dark brown fine sandy
ORGANIC SILT (OL) with organic fragments
terminated at 8.6 feet.
Classified By: E. Norgiel
Driller: Mid Atlantic Drilling
Drill Rig: Track Rig
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3499 2.16 241os
3-16-99 2.10 13 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
N MONITOR WELL
48:18 Soil Cuttings: 0.0 to
1.7 feet.
Bentonite Pellets: 1.7
to 2.7 feet.
Filter sand: 2.7 to 8.6
44.68 feet.
Slotted 2" PVC Screen:
3.7 to 8.6 feet.
39.58 Piezometer terminated at
8.6 feet.
*I
MONITOR WELL INSTALLATION
WELL NUMBER A-58(SP)
DATE DRILLED 3-5-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
DEPTH
(FT.)
0.0
3.5
8.5
23.:
28.:
33.
DESCRIPTION
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
4
1
2
3
i
1
26 t'

18
20
4
16
5012"
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT Riegel Rldge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP -Ak
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
49.41
45.91
40.91
25.91
-20.91
-15.91
38
wry dense, saturated, gray, clayey coarse SAND 10.91

Classified By: q. Norgiel BORING LOG
Driller: Carolina Drilling
Drill Rig: CME-550 ATV BORING NUMBER A-59
Boring Type: Mud Rotary DATE DRILLED 3-5-99
GROUNDWATER READINGS PROJECT NUMBER 20-8382-01
Soft moist gray fine sandy SILT (ML)
Very soft to soft, moist, dark brown, fine sandy
ORGANIC SILT (OL)
Very loose to medium dense, saturated,light gray,
silty fine SAND (SM)
Medium dense, wet, light gray, fine to medium
SAND (SP)
Soft, saturated, gray, silty CLAY (CL) with shell
fragments

Medium dense, saturated, gray, clayey coarse SAND
(SC) with shell fragments

(SC) with shell fragments
10 20 30 40 60 80
•
•
•
•
•
•

•
•

1DEPTH
1
41,5
1
49*1
1
1
1
1
1
1
1
1
1
i
1
1
1
DESCRIPTION
Very dense, saturated, gray, clayey coarse
SAND (SC) with shell fragments
Hard, moist, gray, fine sandy clayey SILT (ML)
[PEEDEE FORMATION)
Boring terminated at 49.1 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
Classified By: q. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS -
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
-5.91
-0.31
• PENETRATION - BLOWS/FOOT
10 20 30 40 60 80
42
50/2"
BORING LOG
BORING NUMBER A-59
DATE DRILLED 3-5-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
. TITAN ATLANTIC GROUP
DEPTH
(F'•)
0.0
3.5
8.5
9.3
DESCRIPTION
ELEV.
(FTA
N MONITOR WELL
49.41 Soil Cuttings: 0.0 to
2.4 feet
Bentonite Pellets: 2.4
to 3.4 feet.
45.91 • Filter Sand: 3.4 to 9.3
feet.
Slotted 2" PVC Screen:
4.4 to 9.3 feet.
40.91
40.11 Piezometer terminated
at 9.3 feet.
Soft moist gray fine sandy SILT (ML)
Very soft to soft. moist, dark brown, fine sandy
IRGANIC SILT (OL)
Very loose to medium dense, saturated, light
gray, silty fine SAND S
Boring terminated at 9.3 ffet.
Classified By: E. Norgiel
Driller: Carolina Drilling
Drill Rig: CME-550 ATV
Boring Type: 3" Wash Rotary
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
3-5-99 3.42 TOO
3-19.99 3.47 14 days

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-59(SP)
DATE DRILLED 3-5-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1

s
TITAN ATLANTIC GROUP
r,
DEPTH
(FT.)
0.0
0.9
3.5
6.0
8.5
13.5
18.5
23.5
28.5
33.5
r
38.5
DESCRIPTION
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
Topsoil
Soft, moist, black, fine- sandy SILT (ML)
Firm. moist, brown, silty CLAY (CL)
Stiff. moist, gray, clayey fine sandy SILT'(ML)
Firm, saturated, light gray, CLAY (CH)
Very stiff, moist, gray, fine sandy clayey
SILT (ML)
Firm, moist, light gray, fine sandy SILT (ML)
Stiff, moist, light gray, fine sandy clayey
SILT (ML)
Loose, saturated, gray, clayey coarse SAND (SC)
with shell fragments
------------------------------------------------
Very dense, saturated, gray, clayey SAND (SC)
with cemented shell fragments

Very hard, moist, gray, fine sandy clayey
SILT (ML) [PEEDEE FORMATION]
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
50.15
49.25
46.65
44.15
-41.6
5
-36.65
-31.65
-26.65
-21.65
-16.65
- 11.65
10 20 30 4 0 6 0 8 0
•
•
•
•
•
•
•

4
7
10
5
17
8
9
8
50/3"
76
BORING LOG
BORING NUMBER A-60
DATE DRILLED 3-8-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 2
TITAN ATLANTIC GROUP
Mrrin
(Fr.)
50.0
? . ? .......:... ? ? ?..... ?? _ .. _. _ ? .? _
iJL' Al.iCir l llJl\ (FT.)
10 20 30 40 60 80
Very hard, moist, gray, fine sandy clayey
SII.T (ML)
(PEEDEE FORMATION)
Boring terminated at 50 feet. Borehole
backfilled with cement-bentonite grout.
Groundwater not measured.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: Mud Rotary
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
0.15
BORING LOG
BORING NUMBER A-60
DATE DRILLED 3-8-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 2 OF 2
TITAN ATLANTIC GROUP
58
58

1DEPTH
0.0
? o,
1
3.5
? .o
8.5
,o
1
1
1
1
1
1
1
1
1
1
1
r
DESCRIPTION
ELEV.
(FT.)
N MONITOR WELL
50.15 Soil Cuttings: 0.0 to
-49.25 2.2 feet.
Bentonite Pellets: 2.2
to 3.2 feet.
-46.65 ,• Filter Sand: 3.2 to 9.0
feet.
Slotted 2' PVC Screen:
4.2 to 9.0 feet.
-44.15
-41.65
' 4I.15 Piezometer terminated at
9.0 feet.
Topsoil
Soft, moist, black, fine. sandy SILT (ML)
Firm, moist, brown, silty CLAY (CL)
Stiff, moist, gray, clayey fine sandy SILT (ML)
Firm, saturated, light gray, CLAY CH
Boring terminated at 9.0 feet.
Classified By: E. Norgiel
Driller: Bore and Core
Drill Rig: CME-45B ATV
Boring Type: 3-1/4' ID HSA
G ROUNDWATER READING S
DATE TIME DEPTH ELEVATION STABILIZATION TIME
1999 2.44 241vs

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
MONITOR WELL INSTALLATION
WELL NUMBER A-60(SP)
DATE DRILLED 3-8-99
PROJECT NUMBER 20-8382-01
PROJECT Riegel Ridge Landfill
PAGE 1 OF 1
TITAN ATLANTIC GROUP
1
1

11
1
1

1.
1
1

APPENDIX E -SLUG TEST DATA &
I ' CALCULATIONS
1

1
1
Ll
1
TITAN ATLANTIC GROUP, INC.
MW-A-10 (DP)
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfill PROJECT NO.: 20-8382-01
MON. WELL NO.: MW-A-10 (DP) METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 19.9 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 0.80
DATE OF TEST: 3/18/99 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 3.35
BEGIN TIME: 10:50:00 WATER LEVEL at t=
(FT). Ho 5.50
END TIME: 11:49:00
DEPTH TO TOP OF
FILTER SAND (FT): 8.2 PVC RADIUS (IN): i
BOREHOLE RADIUS (IN): 1.5 SCREEN LENGTH (FT): 9.9
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 19.1
HEAD,
CLOCK WATER INITIAL ELAPSED
READING TIME LEVEL HEAD HEAD TIME
NO. (HR:MIN:SEC) BELOW CHANGE CHANGE (min) Ho"
T.O.C. Hi=H-Ho Ho=H - h
(ft) (ft) (ft)
h
1 10:50:00 5.50 2.15 2.15 0 1.00
2 10:50:30 4.00 0.65 0.50 0.30
3 10:51:30 3.50 0.15 1.50 0.07
4 10:52:30 3.45 0.10 2.50 0.05
5 10:53:30 3.40 0.05 3.50 0.02
6 10:54:30 3.40 0.05 4.50 0.02
7 10:55:30 3.39 0.04 5.50 0.02
8 10:56:30 3.39 0.04 6.50 0.02
9 10:57:30 3.39 0.04 7.50 0.02
10 10:58:30 3.39 0.04 8.50 0.02
11 10:59:30 3.39 0.04 9.50 0.02
12 11:00:30 3.39 0.04 10.50 0.02
13 11:20:30 3.38 0.03 30.50 0.01
14 11:30:30 3.38 0.03 40.50 0.01
1.5 11:38:30 3.37 0.02 48.50 0.01
16 11:49:00 3.36 0.01 59.00 0.00
17 12:51:30 3.33 -0.02 121.50 -0.01

1
1

it-
I
M

1-1

1
1
1
1
1
1
t
1
1
1
1
1
1
1
1
1
i
Weti: MWa410 (DP)
Tat Dale: 3/18/99
Tat Type. Slug Out
WELL DATA
SWL= 3.35 (flBTOC)
WD = 19.90 (fl STOC)
WD = 19.10 (fl BGS)
DTSP s 8.20 (fl am)
rc= 0.08 (it)
n = 0.60
rw= 0.13 (it)
rc (adjusted) = 0.11 (fl)
Le • 9.90 (6)
Lw. = 16.55 (fl)
Le/rw = 79.20
H a 50.00 (it) HYDRAULIC CONDUCTIVITY (K) CALCULATION SPREADSHEET
RIEGEL RIDGE LANDFILL: WH17EVM.LEJ NC
TITAN PROJECT NO.204DS2-01
Field Test By. VinsorAN-914111
Data Entry W. Virum -
Data Entry Date: 5/11/99
CALCULATION OF K TEST DATA
K = Orc'2 trh(R0hw)Y2L9r0A*6uY0
In(yo)= 4.5 from plot
ln(yt)= -5 from plot
t = 10 (minutaa) from plot
y¦ = 0.22 (fl) from plot
- yl a 0.01 (8) tom plot
h(ReAw)= 3.11
K = 9.4E-01 (Nday)
K = 3.3E-04 aNsec
Cakulallon of ln(R«tw)
Where Lw < H:
In(ReBw) = I(1.l4h(Lw/ w))) • (A - B)ln((H4 w)AwYQ@#W)r-1 : 3.11
Where Lw = H:
In(RMrw) = j(t.t/(In(LWrw))) • (C/(Lehw))P?t : 3.67
Calculation of Coetlkials
Value range fa L+Bw tom Table of Coeftents
L A .6
70
70
3.70
0.60 3.10
50 3.00 0.50 2.70
M opted values of A B and C for Lehw
79.20 4.OZ 0.65 3.72
NOTES:
BTOC = Below Top of Casing
BGS = Below Ground Surface
SWL = Static Water Level
WD = Wed Depth
OTSP = Depth to Top of Sand Pads
rc = PVC Radius
rw = Borehole Radius
Le = Sao" Length
LW = Bogorn of Well Saes to SWL
o. time
rin WL
fl STOC y
fl Iny
0.00 5.50 2.15 0.77
0.50 4.00 0.65 -0.43
1.50 3.50 0.15 -1.90
2.50 3.45 0.10 -2.30
3.50 3.40 0.05 -3.00
4.50 3.40 0.05 -3.00
5.50 3.39 0.04 -3.22
6.50 3.39 0.04 -3.22
7.50 3.39 0.04 -3.22
8.50 3.39 0.04 -3.22
9.50 3.39 0.04 -3.22
1050 139 0.04 -322
30050 138 0003 -351
4030 138 0.03 -3.51
46.50 3.37 0.02 -3.91
59.00 3.36 0.01 -4.61

CoelRefaht Table
LNnw LNnw B Lehnv C
4 4 0.25 4 0.75
5 5 0.25 5 0.85
6 6 0.25 6 0.90
7 F 7 0.25 7 1.00
0 0 0.25 8 1.10
9 9 0.25 9 1.20
10 to 0.25 10 1.30
15 2.10 15 0.27 15 1.50
20 2.23 20 0.29 20 1.75
25 2.40 25 0.31 25 1.90
30 2.50 30 0.35 30 2.10
40 2.75 40 0.45 40 2.45
50 3.00 50 0.50 SO 2.70
60 3.45 60 0.52 60 3.00
70 3.70 70 0.60 70 3.40
80 3.90 80 0.65 80 3.60
90 4.20 90 0.70 90 3.65
100 4.50 100 0.75 100 4.20
150 5.45 150 0.98 150 5.70
200 6.10 200 1.20 200 7.00
250 6.70 250 1.30 250 8.00
300 7.10 300 1.50 300 8.80
400 7.75 400 1.90 400 9.90
500 820 Soo 2.20 500 10.60
600 6.50 600 2.33 600 11.10
700 8.70 700 2.50 700 11.50
800 8.90 800 2.70 800 11.60
900 9.00 900 2.75 900 12.00
1000 9.20 1000 2.83 1000 12.40
1500 9.50 1500 3.18 1500 12.90
Slug Test Data
2.00

1.00
0.00

-1.00

-2.00
•
3
00
-
. ••••¦ •
-4.00

-5.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00

TITAN ATLANTIC GROUP, INC.
MW-A-21 (DP)
SLUG TEST RESULTS
PROJECT NAME: Rigel Ridge PROJECT NO.: 20-8382.01
MON. WELL NO.: MW-A-21 (DP) METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 41.6 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 2.0
DATE OF TEST: 3118199 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 3.05
BEGIN TIME: 1:22:00 WATER LEVEL at t=0
(FT), Ho 12.50
END TIME: 5:00:00
DEPTH TO TOP OF
FILTER SAND (FT): 28.7 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 1.5 SCREEN LENGTH (FT): 9.9
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 39.6
HEAD,
CLOCK WATER INITIAL ELAPSED
READING TIME LEVEL HEAD HEAD TIME
NO. (HR:MIN:SEC) BELOW CHANGE CHANGE (min) HO/Hi
T.O.C. Hi=H-Ho Ho=H-h
(ft) (ft) (ft)
h
1 13:22:00 12.50 9.45 9.45 0 1.00
2 13:23:00 11.50 8.45 1.00 0.89
3 13:24-00 10.28 7.23 2.00 0.77
4 13:25:00 9.24 6.19 3.00 0.66
5 13:26:00 8.57 5.52 4.00 0.58
6 13:27:00 7.90 4.85 5.00 0.51
7 13:28:00 7.38 4.33 6.00 0.46
8 13:29.00 6.92 3.87 7.00 0.41
9 13:30:00 6.56 3.51 8.00 0.37
10 13:311:00 6.22 3.17 9.00 0.34
11 13:32:00 5.94 2.89 10.00 0.31
12 13:420 4.55 1.50 20.00 0.16
13 13:52:00 4.20 1.15 30.00 0.12
14 14:02-00 4.07 1.02 40.00 0.11
15 14:12:00 4.03 0.98 50.00 0.10
16 14:22:00 4.03 0.98 60.00 0.10
17 17:00.00 3.81 0.76 218.00 0.08

D
1
1
11
1
i
1
1
1
1
1
1
A
1
1
WN: MW-A-21 (DP)
Test Dap: 3116199
Test Type: Slug Out
WELL DATA
SWL= 3.05 (tSTOC)
WD= 41.60 (tSTOC)
WD= 39.60 (OBGS)
OTSP = 26.70 (t BGS)
re= 0.06 (t)
n = 0.60
rw= 0.13 (t)
m (all-ted) = 0.11 VQ
Le. 9.90 (e)
Lw= 38.55 (t)
Lehw= 79.20
H = 50.00 rt
El. Wne
(min) WL
R STOC IF
t In y
0.00 12.50 9AS 2.25
1.00 11050 8.45 2.13
2.00 10.28 7.23 1.98
100 9.24 6.19 1.62
4.00 8.57 5.52 1.71
5.00 7.90 4.85 1.50
6.00 7.36 4.33 1.47
7.00 6.92 3.87 .1.35
8.00 6.56. 3.51 116
9.00 6.22 3.17 1.15
10.00 5.94 2.89 1.06
20.00 4.55 1.50 0.41
30600 4.20 1.15 0.14
40.00 4.07 1.02 0.02
50.00 - 4.03 0.98 -0.02
60.00 4.03 0.96 -0.02
218.00 0 3.81 0.76 427

HYDRAl1UC CONDUCTIVITY (K) CALCULATION SPREADSHEET
RIEGEL RIDGE LANDFILL; WH"EVILLE. NC
TITAN PROJECT NO. 20-M2-01
Fleld Test By. VYronMomel
Data Entry W. Vinson
Data Entry Date: 511199
CALCULATION OF K TEST DATA
K = KFW
In(yo)= 0 tan plot
n(yt) s -0.27 from plol
t = 165 (rriwtes) tan plot
yo = 1.00 (0:) from plot
A. 0.76 (t) tam plot
WRetw) = 3.58
K = 5.0E-03 (Nday)
K = 1.8E46 alJsec
CabWallon of In(Rehw)
Wlwe Lw<H:
In(ReMw) _ ({1.1/(tr(Lw1w)))' (A • Bxtn((H4.w)frw)i(Wrw)r-I s 3.58
WDwe Lw = H:
in(Reftw)= 1.1/(lo4w/w))) • (C/(Lehw))ri s 4.19
CakWallon o(CoelRdents
Valve ran a for Lesw tom Table of Coelliclents
Lehw A - C
70 3.70 3.40
A.
so 3.00 0.50 2.70
n Baled wdues of A B and C T Lehw
79.20 1.02. 0.65 3.72
NOTES:
BTOC = Below Top of Casng
BGS = Below Growd Surface
SWL = Stale Water I"
WO = WON DepD
DTSP = Depth to Top of Sand Pack
re : PVC Rmkm
rw = Swallole Radhs
Le = Screen LengD
LW = Bolan of WN Small 10 sVVL
CoN6denl Table
Ls(nw A L&%w a L"w C
4 4 0.25 4 0.75
5 5 0.25 5 0.85
6 6 0.25 6 0.90
7 7 0.25 7 1.00
a F a 0.25 a 1.10
9 9 0.25 9 1.20
10 10 0.25 10 1.30
15 2.10 /s 0.27 15 1.50
20 20 0.29 20 1.75
25 2.40 25 0.31 25 1.90
30 2.50 30 0.35 30 2.10
40 2.75 40 0.45 40 2.45
50 3.00 s0 0.50 s0 2.70
60 3.45 60 0.52 60 3.00
70 310 70 0.60 70 3.40
80 3.90 80 0.65 80 3.60
90 4.20 90. 0.70 90 3.85
too 4.50 100 0.75 100 4.20
ISO 5.45 ISO 0.98 /S0 5.70
200 6.10 .200 1.20 200 7.00
250 6.70 250 1.30 250 8.00
300 7.10 300 1.50 300 6.80
400 7.75 400 1.90 400 9.90
500 810 500 2.20 500 10.60
600 6.50 Goo 2.33 600 11.10
700 8.70 700 2.50 700 11.50
boo 8.90 800 2.70 000 11.80
900 9.00 900 2.75 900 12.00
1000 9.20 1000 2.83 1000 12.40
1500 9.50 1500 3.18 15W 12.90
Slug Test Data
300
0.00 50.00 100.00 150.00 200.00 250.00

2.00
Z

1.00
•
•
0.00
•
1.00 -

TITAN ATLANTIC GROUP, INC.
MW-A-36 (DP)
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfill PROJECT NO.: 20-8382-01
MON. WELL NO.: MW-A-36 (DP) METHOD USED: Rising Heed
TITAN PERSONNEL: En'k Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 50.2 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 0.50
DATE OF TEST: 3/18199 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 7.78
BEGIN TIME: 3:09:00 WATER LEVEL at t=O
(FT). Ho 16.20
END TIME: 6:14:00
DEPTH TO TOP OF
FILTER SAND (FT): 38.5 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 1.5 SCREEN LENGTH (FT): 11.2
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 49.7
HEAD.
CLOCK WATER INITIAL ELAPSED
READING TIME LEVEL HEAD HEAD TIME
NO. (HR:MIN:SEC) BELOW CHANGE CHANGE (min) HoJHi
T.O.C. Hi=H-Ho Ho=H-h
(ft) (ft) (ft)
h
1 15.09:00 16.20 8.42 8.42 0 1.00
2 15:09:30 16.08 8.30 0.50 0.99
3 15:10:00 15.99 8.21 1.00 0.98
4 15:11:00 15.80 8.02 2.00 0.95
5 15:12:00 15.61 7.83 3.00 0.93
6 15:13:00 15.42 7.64 4.00 0.91
7 1514:00 15.22 7.44 5.00 0.88
8 15:15:00 15.04 7.26 6.00 0.86
9 15:16.00 14.89 7.11 7.00 0.84
10 1517:00 14.72 6.94 8.00 0.82
11 15:18,00 14.55 6.77 9.00 0.80
12 15:19.00 14.39 6.61 10.00 0.79
13 15:29:00 12.99 5.21 20.00 0.62
14 15:39:00 11.87 4.09 30.00 OA9
15 17:16.00 8.16 0.38 127.00 0.05
16 18:14:00 7.92 0.14 185.00 0.02

i

t

1
1
1
1
1
A
1
1
1
1
1
1
1
1
1
Wet: MW-A-W (DP)
Teel Date: 3/1899
Test Type. Slug Out
WELL DATA
SWL• 7.78 (nBTOC)
WD= 50.20 (nBTOC)
WD- 49.70 (R BGS)
DTSP • 36.50 (R BGS)
... rc• 0.05 (R)
n • 0.60
rw. 0.13 (4)
rc Muslim • 0.11 (R)
Le- 11.20 (f)
Lw • 42.42 (11)
LsAw• 69.60
H = 50.00 (N
HYDRAULIC CONDUCTIVITY (K) CALCULATION SPREADSHEET
RIEGEL RIDGE LANDFILL: WHITEVILLE. NO
TITAN PRO.IECT NO.20.8382-01
Field Test By. V{ns"morgiel
Data En" By: Vinson
Data Entry Date: 541199
CALCULATION OF K TEST DATA
K = Krc'
wyo)= 1.5 kom plot
In(yt). 4.25 from plot
1 • 125 (minutes) from plot
yo . 4.47 (k) tom plot
A. 0.29 (it) torn plot
ln(RsAw)• 3.74
K = 6.3E-02 (fVday)
K. 2.2E-05 anisee
CalaYalon of In(R?nw)
More Lw<H:
lo(RsAw). K1.1/(In(Lw/w))) • (A • Bxln((H-Lwyrw)/lWrw)r-1: 3.74
Where Lw•H:
In(RsAw) • ((1.1/(ki(LwAw))) • (C/(LMrw))r-I = 4.31
Calculation of Coefficients
Value ran • tar Lehw tan Table of Coeffidents
Lasw A B C
80 3.90 0.65 3.60
50 3.00 0.50 2.70
In elated wlues of A B and C for Le"
89.60 1.79 0.70 3.69
NOTES:
BTOC . Below Top of Casing
SGS • Below Ground Surface
SWL = State Water Lwd
WD = Well Depti
DTSP . Depth to Tap of Sand Pads
re z PVC Radius
rw. Borehole Radius
Le • Screen Lengtr
Lw • Bottom of Wes Steen to SWL
El. true
min WL
fl BTOC y
A In y
0.00 16.20 8.42 2.13
0.50 16.06 8.30 2.12
1.00 15.99 6.21 2.11
2.00 15.60 8.02 2.06
3.00 15.61 7.83 2.06
4.00 15.42 7.64 2.03
5.00 15.22 7.44 2.01
6.00 15.04 7.26 1.96
7.00 14.89 7.11 1.96
6.00 14.72 6.94 1.94
9400 14.55 6.77 1.91
10.00 14.39 6.61 1.89
20.00 12.99 5.21 1.65
30.00 11.87 4.09 1.41
127.00 8.16 0.38 -0.97
185.00 7.92 0.14 •1.97

Coeftent Tabte
LaMw A LaMw B Lehnv C
4 1.75 4 0.25 4 0.75
5 1.76 5 0.25 5 0.85
6 1.77 6 0.25 6 0.90
7
F 1.80 7 0.25 7 1.00
a 1.83 a 0.25 a 1.10
9 1.90 9 0.25 9 1.20
10 1.95 10 0.25 10 1.30
15 2.10 15 0.27 15 1.50
20 2.23 20 0.29 20 1.75
25 2.40 25 0.31 25 1.90
30 2.50 30 0.35 30 2.10
40 2.75 40 0.45 40 2.45
50 3.00 50 0.50 50 2.70
60 3.45 60 0.52 60 3.00
70 3470 70 0.60 70 3.40
80 3.90 8o 0.65 erg 3.60
90 4.20 90 0.70 90 3.85
100 4.50 100 0.75 100 4.20
150 5.45 150 0.98 150 5.70
200 6.10 200 1.20 200 7.00
250 6.70 250 1.30 250 8.00
300 7.10 300 1.50 300 8.80
400 7.75 400 1.90 400 9.90
500 8.20 500 2.20 500 10.60
600. 8.50 600 2.33 600 11.10
700 8.70 Tao 2.50 700 11.50
800 8.90 800 2.70 800 11.60
900 9.00 900 2.75 900 12.00
1000 9.20 1000 2.83 1000 12.40
1500 9.50 1500 3.16 1500 12.90
Slug Test Data
3.00

2.00
•

1.00

0.00

-1.00

-2.00

-3.00
0.00 25.00 50.00 75.00 100.00 125.00 150.00 175.00 200.00

TITAN ATLANTIC GROUP, INC.
MW-A-40 (DP)
SLUG TEST RESULTS
PROJECT NAME: Rigel Ridge PROJECT NO.: 20-8382-01
MON. WELL NO.: MW-A-40 (DP) METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 30.85 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 0.75
DATE OF TEST. 3/18199 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 2.76
BEGIN TIME: 12:05:30 WATER LEVEL at t=O
(FT), Ho 17.15
END TIME: 6:09:00
DEPTH TO TOP OF
FILTER SAND (FT): 18.0 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 1.5 SCREEN LENGTH (FT): 9.9
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 29.1
HEAD.
CLOCK WATER INITIAL ELAPSED
READING TIME LEVEL HEAD HEAD TIME
NO. (HR:MIN:SEC) BELOW CHANGE CHANGE (min) Ho/Hi
T.O.C. Hi=H - Ho Ho=H-h
(it) (ft) (ft)
h
1 12:05:30 17.15 14.39 14.39 0 1.00
2 12:06:45 16.76 14.00 1.25 0.97
3 12:07:45 15.02 12.26 225 0.85
4 12:09:00 14.79 12.03 3.50 0.84
5 12:10:00 14.60 11.84 4.50 0.82
6 12:11:00 14.39 11.63 5.50 0.81
7 12:12:00 14.25 11.49 6.50 0.80
8 12:13:30 14.00 11.24 8.00 0.78
9 12:14:30 13.89 11.13 9.00 0.77
10 12:15.30 13.79 11.03 10.00 0.77
11 12:25:30 12.78 10.02 20.00 0.70
12 12:35.30 12.06 9.30 30.00 0.65
13 12:45:30 11.51 8.75 40.00 0.61
14 12:57:30 10.93 8.17 52.00 0.57
15 14:44:00 8.06 5.30 158.50 0.37
16 16:54:00 6.04 3.28 288.50 0.23
17 18:09.00 5.35 2.59 363.50 0.18

r
1
51
H-1
t

1
1
t
1
1
1
I
1
1
1
1
1
1
i
1
1
1
1
WN: MW-A-40 (DIP)
Taal Dab:3%699
Teat Type. Slug Out
WELL DATA
SWL= 2.76 (A8TOC)
WD= 30.85 (R STOC)
WD= 29.10 (R BGS)
DTSP - 3.10 (R am)
rc = 0.08 (R)
A = 0.60
rw= 0.13 (R)
rc (aqusted) - 0.11 (R)
Ls= 9.90 (R)
Lw= 26.09 (R)
Lertw a 79.20
H=_ 50.00 trij__-.---
HYDRAULIC CONDUCTMTY (K) CALCULATION SPREADSHEET
RIEC$ RIDGE LANDFILL; WHITEVILLE, NC
TITAN PROJECT NO. 20-113112-011
Field Taal By. VknauNor01N
Data Entry By. Vlnsal
Data Entry Dab: 5/1199
CALCULATION OF K TEST DATA
K - ((rc"2In(R9hw)Y2Ler(1A)1r*V/y1)
In(yo)= 1.9 tom plot
In(yl)= 1 tan plot
t= 250 (minutes) tom plot
yo = 6.67 (R) tom plot
y1 s, 2.71 (R) from plot
In(R@Aw) a 3.38
K- 1.1E-02 (IVday)
K - 3.7E-06 aNser:
Calculation of In(Rehw)
Where Lw<H:
in(RNw) _ ((1.1/0n(Lw/rw))) • (A - Baln((H-LwYrw)1Q4 w)Y'-1 s 3.35
Where Lw - H:
In(Rehw) _ ((1.1AIn(Lw/w))) • (C/(Lehw)))''-i : 4.00
El. lime
mIn WL
R STOC y
(it) Ny
0.00 17.15 14.39 2.67
1.25 16.76 14.00 2.64
2.25 15.02 12.26 2.51
3.50 14.79 12.03 2.49
4.50 14.60 11.64 2.47
5050 14.39 11.63 2.45
6050 14.25 11.49 2.44
6.00 14.00 11.24 2.42
9.00 13.89 11.13 2.41
10.00 13.79 11.03 2.40
20.00 12.78 10.02 2.30
30.00 12.06 9.30 2.23
40.00 11.51 6.75 2.17
52.00 10.93 8.17 2.10
156.50 8.06 5.30 1.67
286.50 6.04 3.28 1.19
363.50 5.35 2.59 0.95

Coelticienl Table
Calculation of Coefficients
value range fa Lehw from Table of Coeffdenls
Lenw A 8 C
70 3.70 0.60 3.40
50 3.00 0.50 2.70
Inl dated valves of A. 8 and C fa L*11
79.20 4.02 0.65 3572
NOTES:
STOC = Below Top of Casing
BGS = Below Ground Surface
SWL = Static Water level
WD - Well Deph
DTSP - Depth to Top of Sand Pads
re - PVC Radius
rw = Borehole Radius
Le = Saeon Length
Lw - Bottom of Wed Screen to SWL
LNnw A L"w B Ldnw C
4 1.75 4 0.25 4 0.75
5 1.76 5 0.25 5 0.85
6 1.77 6 0.25 6 0.90
7 1.80 7 0.25 7 1.00
a 1.83 a 0.25 a 1.10
9 1.90 9 0.25 9 1.20
10 1.95 10 0.25 10 1.30
15 2.10 15 0.27 15 1.50
20 223 20 029 20 1.75
25 2.40 25 0.31 25 1.90
30 230 30 0.35 30 2.10
40 2.75 40 0.45 40 2.45
50 3.00 50 0.50 50 2.70
60 3.45 60 0.52 60 3.00
70 3.70 70 0.60 70 3.40
80 3.90 80 0.65 80 3.60
90 K.20 90 0.70 90 3.85
100 4.50 100 0.75 100 4.20
150 5.45 150 0.98 150 5.70
200 6.10 200 1.20 200 7.00
250 610 250 1.30 250 8.00
300 7.10 300 1.50 300 8.80
400 7.75 400 1.90 400 9.90
500 8.20 500 2.20 Soo 10.60
600 830 600 . 2.33 600 11.10
700 8.70 700 2.50 700 11.50
800 3.90 am 2.70 800 11.80
900 9.00 900 2.75 900. 12.00
1000 9.20 1000 2.33 1000 12.40
1500 9.50 1500 3.18 1500 12.90
Slug Test Data
3.00

a
200

0

1.00

0.00
0.00 50.00 100.00 150.00 200.00 250.00 300.00 350.00 400.00
TITAN ATLANTIC GROUP, INC.
MW-A-10
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge LandBq PROJECT NO.: 20.8382-01
MON. WELL NO.: MW-A-10 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 1.09
DATE OF TEST: 3/18199 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 3.66
BEGIN TIME: 11:06:00 WATER LEVEL at t=O
(FT), Ho 6.00
END TIME: 12:52:30
DEPTH TO TOP OF
FILTER SAND (FT): 3.1 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 1.5 SCREEN LENGTH (FT): 4.9
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 9.0
HEAD.
CLOCK WATER INITIAL ELAPSED
READING
NO. TIME
(HR:MIN:SEC) LEVEL
BELOW HEAD
CHANGE HEAD
CHANGE TIME
(min)
Ho/Hi
T.O.C. Hi=H-Ho Ho=H-h
(ft) (ft) (ft) .
h
1 11:06:00 6.00 2.34 2.34 0 1.00
2 11:06:30 5.63 1.97 0.50 0.84
3 11:07:00 5.32 1.66 1.00 0.71
4 11:08:30 5.11 1.45 2.50 0.62
5 11:09:00 4.54 0.88 3.00 0.38
6 11:10:00 4.35 0.69 4.00 0.29
7 11:11:00 4.15 0.49 5.00 0.21
8 11:12:00 4.09 0.43 6.00 0.18
9 11:13:00 4.04 0.38 7.00 0.16
10 11:14.00 3.97 0.31 8.00 0.13
11 1115:00 3.92 0.26 9.00 0.11
12 11.16:00 3.87 0.21 10.00 0.09
13 11:26:00 3.72 0.06 20.00 0.03
14 11:36:00 3.69 0.03 30.00 0.01
15 11:46:00 3.66 0.00 40.00 0.00
16 12:52:30 3.66 0.00 106.50 0.00

1
1
1
1 L
[1
1
1
1
1

WN: MW-A-10
Test Dab: 3/M99
Tat Type: Slug Out
WELL DATA
SWL• 3.66 (QBTOC)
WD- 10.00 (it BTOC)
WD • -9.00 (it am)
OTSP. 3.10 (it am)
re. 0.06. (A)
n . 0.60
rw. • 0.13 (n)
re (adjusted) • 0.11 (8)
Le. 4.90 (8)
Lw. 6.34 (it)
Lehw . 39.20
H . 50.00 A
HYDRAULIC CONDUCTIVITY (K) CALCULATION SPREADSHEET
RIEGM RODE LA DFLL. WHITEVLLE. NC
TITAN PRO.ECT NO. 20-1141112-011
Field Test By. VWavNagN
Data Entry By. Vinson
Data Entry Data: 4/899
K . ((n:"2I1(R•hw)Y2L4, (tAWnWM)
tra(ys)' -0.75 tan 11101
n(yQ. -2.61 tam plot
I. 15 (mYwMs) from plot
yo . 0.47 (A) tan Plot
A. 0.06 (a) oram plot
In(ReAW) • 2.42
K • 5.8E-0t (Nday)
K- 2.1E-04 oNaeo
Calculation of In(R*Nw)
Where Lw<H:
In(Rehw) • ((1.1/(in(LwAw))1' (A • BxM((H-LWYKV /(IMw))"-1 • 2.42
Where Lw.H:
In(Rehw) • 1.14N(Lwhw))) • (CI(I.elrw wt : 2.93
Calculation of Coebkients
Valve ran • for Lehw tom Table of Coe6fdents
Lahw A B C
30 2.50 0.35 210
50 3.00 0.50 2.70
in led values of A B and C for Latrw
39.20 2.77 0.42 2.38 1
NOTES:
BTOC . Below Top of Casing
SOS . Below Ground Surface
SWL• Static Water Level
WD - WN Depth
DTSP . Depth to Top of Sand Peck
rc - PVC Radius
rw. Bor"o Radius
Le . Screen Length
Lw . Bottom of WN Screen to SY1L
El. time
min WL
ftBTOC y
rt th y
0.00 6.00 2.34 0.65
0.50 5.63 1.97 0.66
1.00 5.32 1.86 0.51
2.50 5.11 1.45 0.37
100 4.54 0.68 -0.13
4.00 4.35 0.69 -0.37
S.00 4.15 0.49 -0.71
6.00 4.09 0.43 -0.64
7.00 4.04 0.38 -0.97
6.00 3.97 0.31 -1.17
9.00 3.92 0.26 -1.35
10.00 3.87 0.21 -1.56
20.00 3.72 0.05 -2.81
30.00 3.69 0.03 -3.51

Coefadenl Table
L"w A Lahrw B LNrw C
4 1.75 4 0.25 4 0675
5 1.76 5 0.25 5 0.85
6 1.77 6 0.25 6 0.90
7 1.80 7 0.25 7 1.00
a 1.83 8 0.25 a 1.10
9 1.90 9 0.25 9 1.20
10 1.95 10 0.25 10 1.30
15 2.10 15 0.27 15 1.50
20 2.23 20 0.29 20 1.75
25 240 25 0.31 25 1.90
30 2.50 30 0.35 30 2.10
40 2.75 40 0.45 40 2.45
50 3.00 50 0.50 50 2.70
60 3.45 60 0.52 60 3.00
70 3.70 70 0.60 70 3.10
80 3.90 80 0.65 80 3.50
90 4.20 90 0.70 90 3.85
100 4.50 100 0.75 100 4.20
150 5.45 150 0.98 150 5.70
200 6.10 200 1.20 200 7.00
250 5.70 250 1.30 250 8.00
300. 7.10 300 1.50 300 8.80
400 7.75 400 1.90 400 9.90
500 820 500 2.20 500 10.60
600 8.50 600 2.33 600 11.10
700 8.70 700 250 700 11.50
$00 8.90 800 2.70 Moo 11.80
900 9.00 900 2.75 900 12.00
1000 9.20 1000 2.83 1000 12.40
1500 9.50 1500 3.18 1500 12.90
Slug Test Data
2.00

1.00
•

0.00
•
-1.00 •
•

-2.00

-3.00

-4.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00
1
TITAN ATLANTIC GROUP, INC.
MW-A-15
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfil PROJECT NO: 20-8382-01
MON. WELL NO.: MW-A-15 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson ,
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 0.8
DATE OF TEST: 3119/99 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 2.54
BEGIN TIME: 9:20:00 WATER LEVEL at t=O
(FT), Ho 7.42
END TIME: 12:30:00
DEPTH TO TOP OF
FILTER SAND (FT): 3.5 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 3 SCREEN LENGTH (FT): 4.9
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 9.4
HEAD,
CLOCK WATER INITIAL ELAPSED
READING TIME LEVEL HEAD HEAD TIME
NO. (HR:MIN:SEC) BELOW CHANGE CHANGE (min) Ha/Hl
T.O.C. Hi=H-Ho Ho=H-h
00 (ft) (ft)
h
1 9,20:00 7.42 4.88 4.88 0 1.00
2 9:20:30 7.02 4.48 0.50 0.92
3 9:21:00 6.63 4.09 1.00 0.84
4 9:22:00 6.07 3.53 2.00 0.72
5 923:00 5.53 2.99 3.00 0.61
6 9:24:00 5.08 2.54 4.00 0.52
7 925:00 4.78 2.24 5.00 0.46
8 926:00 4.45 1.91 6.00 0.39
9 927:00 4.23 1.69 7.00 0.35
10 928:00 4.00 1.46 8.00 0.30
11 9:29:00 3.85 1.31 9.00 0.27
12 9:30:00 3.70 1.16 10.00 0.24
13 9:36:00 3.09 0.55 16.00 0.11
14 9:45:00 2.76 0.22 25.00 0.05
15 10:12.00 2.61 0.07 52.00 0.01
16 10:27:00 2.59 0.05 67.00 0.01
17 12:30:00 2,54 0.00 190.00 0.00

1

1
t

1
f
e
1
i
1
i
l
1
1
1
1
1
1
1
A
1
R
1
1
1
1
WON; MW-A-15
Test Dab: 3119999
Test Type: Slug OW
WELL DATA
SWL = 2.54 (A BTOC)
WD= 10.00 (it BTOC)
WD= 9.40 (it BGS)
DTSP = 3.50 (R am)
rc= 0.08: (A)
n . 0.60
rw. 0.25 (A)
re (ad)lsled) . 0.20 (R)
Le. 4.90 (8)
Lw• 7.46 (a)
LaAw= 19.60
H • 50.00 (it)
HYDRAULIC COMuCTMTY (K) CALCULATION SFREAD94MT
REGEL RIDGE LANDFILL; VyHnEVLLF- NC
TITAN PROJECT NO. 20-40112-01
Flaw Test By: VWon44orglel
Data Entry By. Virsoo
Data Entry Oats: 4/1199
CALCULATION OF K TEST DATA
K - ((m-2In(ReAw)Y2Le)'(tA)N(Vffi)
In(yo). -0.75 Ram plot
In(yt)= -1.7 Ran plot
t: 30 (minutes) from plot
yo • 0. (47 8) Ran plot
yt= 0.18 (6)Ramplol
h(ReAw) = 1.94
K= 3.6E-01 (Nday)
K- 1.3E-04 rnNsac
CaktA&kn of In(Rahw)
Where Lw<H.
In[Rahw) . [(1. I4MgLw/rw))) • (A • 8sin((HLwyrwM1eAw))1-1 • 194
Where Lw = H:
InReAw) = 1. V(trr(Lw/rw))) • CxLeAwny?t : 245
Calculation of Coefficients
ran • for LeBw from Table of Coefficients
L
Lehw A B C
15 2.10 0.27 1.50
50 3.00 0.50 2.70
Mller vaaled valise of B 1 0 fa La/rw
19.60 I
2.22 0.30 1.66
NOTES.
STOC • Below Top of Casing
BGS• Below Ground Surface
SWL = Static Water I"
WD = Well Deph
DTSP • Dph I* Tap of Sand Pacts
re . PVC Radius
rw . Borehole Radus
Le s Screen Length
Lw . Bolton of WN Screen to SWL
El. kne
min WL
(it) STOC y
6 In y
0.00 7.42 4.88 1.59
0.50 7.02 4.46 1.50
1.00 6.63 4.09 1.41
2.00 6.07 3.53 1.26
3.00 5.53 2.99 1.10
4.00 5.08 254 0.93
5.00 4.76 2.24 0.81
6.00 4.45 1.91 0.65
7.00 4.23 1.69 0.52
e.oo 4.00 1.46 0.38
9.00 3.85 1.31 0.27
10.00 3.70 1.16 0.15
16.00 3.09 0.55 -0.60
25.00 2.76 0.22 -1.51
52.00 2.61 0.07 -2.66
67.00 2.59 0.05 -3.00

Coefldent Table
Lwbw A LeMw B Wnw C
4 1.75 4 0.25 4 0.75
5 1.76 5 0.25 5 0.85
6 1.77 6 0.25 6 0.90
7 1.80 7 0.25 7 1.00
8 1.83 a 0.25 a 1.10
9 1.90 9 0.25 9 1.20
10 1.95 10 0.25 10 1.30
15 2.10 15 0.27 15 1.50
20 223 20 0.29 20 1.75
25 2.40 25 0.31 25 1.90
30 230 30 0.35 30 2.10
40 2.75 40 0.45 40 2.45
50 3.00 50 0.50 50 2.70
60 3.45 60 0.52 60 3.00
70 3.70 70 0.60 70 3.40
80 3.90 60 0.65 80 3.60
90 4.20 90 0.70 9o 3.85
100 4.50 100 0.75 100 4.20
150 5.45 150 0.96 150 S.70
200 6.10 200 1.20 200 7.00
250 6.70 250 1.30 250 6.00
300 7.10 300 1.50 300 8.80
400 7.75 400 1.90 400 9.90
500 8.20 500 2.20 500 10.60
600 8.50 600 2.33 600 11.10
700 8.70 700 2.50 700 11.50
800 8.90 800 2.70 am 11.80
900 9.00 900 2.75 900 12.00
1000 9.20 1000 2.83 1000 12.40
1500 9.50 1500 3.18 1500 12.90
Slue Test Data
2.00
1.50
1.00

0.50
0.00
-0.50
-1.00
-1.50
-2.00
I
-2.50. t
-3.00
0.00
10.00 20.00 30.00 40.00 50.00 60.00 70.00
Elapsed Time, (min)

TITAN ATLANTIC GROUP, INC.
MW-A-17
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfill PROJECT NO.: 20.8382-01
MON. WELL NO.: MW-A-17 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 1.05
DATE OF TEST: 3/19/99 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 3.74
BEGIN TIME: 7:15:00 WATER LEVEL at t=O
(FT), Ho 6.86
END TIME: 12:21:00
DEPTH TO TOP OF
FILTER SAND (FT): 3.0 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 1.5 SCREEN LENGTH (FT): 4.8
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 8.8
HEAD,
CLOCK WATER INITIAL ELAPSED
READING
NO. TIME
(HR:MIN:SEC) LEVEL
BELOW HEAD
CHANGE HEAD
CHANGE TIME
(min)
Ho/Hi
T.O.C. Hi=H-Ho Ho=H - h

h
1 7:15:00 6.86 3.12 3.12 0 1.00
2 7:16:00 6.76 3.02 1.00 0.97
3 7:17:00 6.70 2.96 2.00 0.95
4 7:18:00 6.62 2.88 3.00 0.92
5 719:00 6,59 2.85 4.00 0.91
6 7:20:00 6.55 2.81 5.00 0.90
7 7:21:00 6.51 2.77 6.00 0.89
8 722:00 6.47 2.73 7.00 0.88
9 7:23:00 6.44 2.70 8.00 0.87
10 724:00 6.43 2.69 9.00 0.86
725:00 6.40 2.66 10.00 0.85
12 7:46:00 6.17 2.43 31.00 0.78
L 8:00:00 6.07 2.33 45.00 0.75
8:25:00 6.01 2.27 70.00 0.73
15 8:37:00 5.96 2.22 82.00 0.71
16 9:08:00 5.94 2.20 113.00 0.71
.17 9:57:00 5.89 2.15 162.00 0.69
18 12:21:00 5.77 2.03 306.00 0.65

1

11
i
1
1

t

1
1
1
1
1
I
1
1
1
1
1
A
1
1
1
1
1
Well: MW-A-17
Test Data: Y1999
Test Type: Slug Out
WELL DATA
SWL= 3.74 (it BTOC)
WD- 10.00 (it STOC)
WD= 6.60 (ABGS)
- DTSP = 3.00 (0 BGS)
rc. 0.06.. (6)
n . 0.60
rw. 0.13 (10
rc (ad(usted) a 0.11 (0)
Le• 4.60 (n)
Lw. 6.26 (6)
Lertw a 36.40
H • 50.00 0
HYDRAULIC CONDUCTIVITY (K) CALCULATION SPREADSHEET
RIEGEL RIDGE LMIDFLL; WHIIEVII.E. NC
TITAN PROJECT NO. 20-8392-01
Field Test By. vl sormorgiel
By'. Viroon
Data Entry
Data Entry Date: 5/11/99
CALCULATION OF K TEST DATA
K = ((rc"21n(Re1rw)y2Ley(tA**V/A)
tn(YoI' 0.65 tan plot
kgyQ. 0.68 "M plot
t • 105 (n*wtes) tom plot
yo = 234 (11) tan plot
A. 1.97 (t) from plot
ln(ReAw) = 2.41
K • 7.0E-03 (Nday)
K = 2.5E46 eMsee
Cakvlallon of ln(Rebw)
... Where Lw<H:
tn(Rehw) . ((1.1/(In(Lw/rw))) • (A • Bdn((H{wyrw)Msftw))1-1 • 2.41
Where Lw. H:
Re/rw). ((1.1/(In(Lw/rw)))- (G(LeRw)) 1 : 2.92
Calculation of Coefficients
Value ran a to Ldrw tom Table of Coefficients
Lehw A B C
30 2.50 0.75 2.10
50 3.00 0.50 2.70
hl alerted waloes of A 8 and C for Lertw
36.10 2.71 0.41 2.75
NOTES:
STOC = Below Top of Casing
BGS . below Ground Surfaee
SWL • Steve Water Level
WD. Wait Depth
DTSP . Depth to Tap of Sand Pads
rc = PVC Radius
rw • Borehole Radius
Le • Screen Longlh
Lw = Bottom of Well Screen to SWL
El. am
min VOL
it STOC If
a In y
0000 6.66 3.12 1.14
1.00 6.76 3.02 1.11
2.00 6.70 2.96 1.09
3.00 6.62 2.66 1.06
4.00 6.59 2.65 1.05
5.00 6.55 2.61 1.03
6.00 6.51 2.77 1.02
7.00 6.47 2.73 1.00
6.00 6.44 2.70 0.99
9.00 6.43 2.69 0.99
Moil 6.40 2.66 0.96 .
31.00 617 2.13 0.89
45.00 6.07 2.33 0.85
70.00 6.01 2.27 0.82.
82400 5.96 222 0.60
113.00 5.94 2.20 0.79
162.00 5.69 2.15 0.77
306.00 5.77 2.03 0.71

CoN6dent Table
Lernw A L?nw a Lernw C
4 1.75 4 0.25 4 0.75
5 1.76 5 0.25 5 0.65
6 1.77 6 0.25 6 0.90
7 1.60 7 0.25 7 1.00
6 1.63 a 0.25 a 1.10
9 1.90 9 0.25 9 1.20
10 1.95 10 0.25 10 1.30
15 2.10 1S 0.27 15 1.50
20 2.23 20 0.29 20 1.75
25 2.40 25 0.31 25 1.90
30 2.50 30 0.35 30 210
40 2.75 40 0.45 40 2.45
50 3.00 50 0.50 50 2.70
60 3.45 60 0.52 60 3.00
70 3.70 70 0.60 70 3.40
80 3.90 60 0.65 80 3.60
90 4.20 90 0.70 90 3.85
100 4.50 100 0.75 100 4.20
150 5.45 150 0.96 150 5.70
200 6.10 200 1.20 200 7.00
250 6.70 250 1.30 250 6.00
300 7.10 300 1.50 300 6.80
400 7.75 400 .1.90 400 9.90
500 6.20 500 2.20 $00 10.60
600 8.50 600 11.10
700 6.70 :00 2.
50 700 11.50
am 8.90 . 800 11.60
900 9.00 =
. 900 1200
1000 9.20 . 000 12.40
Ism 9.50 . 1500 12A0
Slug Test Data
1.20

c'

0.60
0.00 50.00 100.00 150.00 200.00 250.00 300.00
Elapsed Time (min)
I
TITAN ATLANTIC GROUP, INC.
MW-A-21
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfill PROJECT NO: 20.8382-01.
MON. WELL NO.: MW-A-21 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 1.2
DATE OF TEST: 3118!99 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 2.71
BEGIN TIME: 13:22:30 WATER LEVEL at t=O
(FT). Ho 5.30
END TIME: 14:22:30
DEPTH TO TOP OF
FILTER SAND (FT): 3.1 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 1.5 SCREEN LENGTH (FT): 4.9
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 9.0
HEAD,
CLOCK WATER INITIAL ELAPSED
READING
NO. TIME
(HR:MIN:SEC) LEVEL
BELOW HEAD
CHANGE HEAD
CHANGE TIME
(min) _
Ho/Hi
T.O.C. Hi=H-Ho Ho=H-h
(ft) (ft) (ft)
h
1 13:22:30 5.30 2.59 2.59 0 1.00
2 13:23:30 4.67 1.96 1.00 0.76
3 13:24:30 4.07 1.36 2.00 0.53
4 13:25:30 3.67 0.96 3.00 0.37
5 13:26:30 3.43 0.72 4.00 0.28
6 13:27:30 3.25 0.54 5.00 0.21
7 13:28:30 3.12 0.41 6.00 0.16
8 13:29:30 2.99 0.28 7.00 0.11
9 13:30:30 2.93 0.22 8.00 0.08
10 13:3130 2.89 0.18 9.00 0,07
11 13:3230 2.86 0.15 10.00 0.06
12 13:42:30 2.75 0.04 20.00 0.02
13 13:52:30 2.73 0.02 30.00 0.01
14 14:02:30 2.72 0.01 40.00 0.00
15 14:12:30 2.72 0.01 50.00 0.00
16 14:22:30 2.72 0.01 60.00 0.00

11

s

A

0
1

1

1
1
1
1
1
1
1
1
1
1
1
1
1
1
HYDRAULIC CONDUCTMTY (K) CALCULATION SPREAD94M
REM RIDGE LANDFILL. WHITEVILLE. NC
TITAN PROJECT NO.20-SM-01
Wed.* MW-A-21 Field Test By: VYnonNorow
Tat Dab: 3rta99 Data Entry By: Vinson
Test Type. Slug Out Data Entry Dab: 41899
WHl DATA - - - CALCULATION OF K TEST DATA
SWL. 2.71 (RBTOC)
WD. 10.00 (RBTOC)
WD. 9.00 (n BGS)
DTSP• 3.10 (R Bin)
rc . 0.08 (n)
n . 0.60
rw= 0.13 (R)
rc (a*ated)= 0.11 (8)
Le- 4.90 (R)
Lw• 7.29 (R)
Le/rw- 39.20
H - 50.00 (it) K = arc

IMP)- 0.6 tom plot
th(yl)s -0.89 from plot
t • 6 (minutes) tam plot
yo . 2.22 (8) tarn plot
yt • 0.41 (R) from plot
In(Reaw) - 2.48
K = 1.2E-00 (IVday)
K . 4.3E-04 crNsec
Calculation of kKR&Nw)
"we Lw < H:
In(RaAw) _ ((1.1/(In(Lwhw))) - (A - Bxin((H-Lw)rw?/QsNw)j•-1 s 2.48
. Where Lw=H:
In(Rahw) _ ((1.1/(In(Lw/tw )) - (G(Ld'w))Y`t = 3.02
Calcraaaon of Coer6desls
Values ran • fa Lehw tom Table of Coefficients
Lehw A
% C
30 2.50 0 2.10
s0 3.00 0.50 2.70
Inl Baled value of A B and C la Le/rw
39.20 2.73 0.42 2.38
NOTES:
BTOC - Below Top of Casing
BGS - Below Ground Surface
SWL - Sblic Water Level
WD - Well Depth
DTSP = Depth to Tap of Sand Pads
rc = PVC Radrs
rw = Borehole Radius
Le = Screen Length
Lw = Bohan of Well Screen to SWL
El. Ilme
min WL
MBTOC y M y
0.00 5.30 2.59 0.95
1.00 4.67 1.96 0.67
2.00 4.07 1.36 0.31
3.00 3.67 0.96 -0.04
4.00 3.43 0.72 -0.33
5.00 3.25 0.54 -0.62
6.00 3.12 0.41 -0.89
7.00 2.99 0.28 -1.27
6.00 2.93 0.22 -1.51
9.oo 2.89 0.16 -1.71
10.00 2.86 0.15 -1.90

CoN9cienl Table
LOMW A Lsmw B LeAnw C
4 1.75 4 0.25 4 0.75
5 1.76 5 0.25 5 0.85
6 117 6 0.25 6 0.90
7 1.60 7 0.25 7 1.00
a 1.63 a 0.25 a 1.10
9 1.90 9 0.25 9 1.20
10 1.95 10 0.25 10 1.30
15 2.10 15 0.27 15 - 1.50
20 2.23 20 0.29 20 1.75
25 2.40 25 0.31 25 1.90
30 2.50 30 0.35 30 210
40 2.75 40 0.45 40 2.45
50 3.00 50 0.50 50 2.70
60 3A 60 0.52 60 3.00
70 3.70 70 0.60 70 3.40
80 3.90 80 0.65 80 3.60
90 4.20 90 0.70 90 3.a5
100 4.50 100 0.75 100 420
150 5.45 ISO 0.98 ISO 5.70
200 SAO 200 1.20 200 7.00
250 6.70 250 1.30 250 8.00
300 7.10 300 1.50 300 8.80
400 7.75 400 110 400 9.90
S00 8.20 500 2.20 Soo 10.60
600 6.50 600 L L: 2.33 600 11.10
700 8.70 700 2.so Tao 11.50
am .90 a00 2.70 800

900
9.00
900
2.75
900 A12.OO
1000 9.20 1000 2.83 1000
1500 9.50 1500 3.1a 1500
L
TITAN ATLANTIC GROUP, INC.
MW-A-23
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfill PROJECT NO.: 20.8382-01
MON. WELL NO.: MW-A-23 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 0.95
DATE OF TEST: 3119/99 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 3.73
BEGIN TIME: 8:50:00 WATER LEVEL at t=O
(FT). Ho 6.70
END TIME: 9:47:00
DEPTH TO TOP OF
FILTER SAND (FT): 3.9 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 1.5 SCREEN LENGTH (FT): 5.0
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 8.9
HEAD.

READING
NO. CLOCK
TIME
(HR:MIN:SEC) WATER
LEVEL
BELOW
T.O.C. INITIAL
HEAD
CHANGE
Hi=H-Ho
HEAD
CHANGE
Ho=H-h ELAPSED
TIME
(min)

Ho/Hi
(it) (it) (ft)
h
1 8:50:00 6.70 2.97 2.97 0 1.00
2 8:51:30 6.22 2.49 1.50 0.84
3 8:52:00 5.74 2.01 2.00 0.68
4 8:53:00 5.14 1.41 3.00 0.47
5 8:54:00 4.66 0.93 4.00 0.31
6 8:55:00 4.40 0.67 5.00 0.23
7 8:56:00 4.22 0.49 6.00 0.16
8 8:57:00 4.10 0.37 7.00 0.12
9 8:58:00 4.01 0.28 8.00 0.09
10 8:59:00 3.96 0.23 9.00 0.08
11 9:00:00 3.92 0.19 10.00 0.06
12 9:14:00 3.78 0.05 24.00 0.02
13 931:00 3.77 0.04 41.00 0.01
14 9.47:00 3.76 0.03 57.00 0.01
15 10:07:00 3.76 0.03 77.00 0.01

1

1

t
D

n

Was: MW-A-23
Test Data: 37999
Test Type: Slug Out
WELL DATA
SWL . 3.73 (R STOC)
WD= 10.00 (R STOC)
WD= 6.90 (R BGS)
DTSP - 3.90 (R BGS)
rc a 0.06 (R)
n 0.60
rw= 0.13 (R)
rc (adl sted) . 0.11 (R)
Le - 5.00 (R)
Lw. 6.27 (R)
Lahw. 40.00
H . $0.00 (it) HYDRAULIC CONDl1CTMTy (K) cALcuLATM SPREADSHEET
RIEGEL RIDGE LANDFILL: W HITE1AlE. NC
TITAN PROJECT NO. 204M-01
Field Taal W. vinsavNa91N
Data Entry Sr. Vinson
Data Entry Dar: 4/699
CALCULATION OF K TEST DATA
K a RM121n(Rakw)Y2L*r(IA*0W)
N(yo) • 1.2 tan plot
in(r0. -0.65 tan plot
t s 6 (minutes) tom plot
yo. 3.31 (R) tan plot
A. 0.52 (R) from plot
kXReAw) • 241
K • 1.3E-00 (Nday)
K . 4.SE4N erNsae
Calcuatian of In(Rahw)
Where Lw < H:
.. In(R*R*) - I(/.1/0n(Lw/rw))) - (A - Bdn((HLw)twy p*'rw)r.1 = 241
Where Lw. H:
In(RMw) _ ((7.1/(In(Lwhw))) - (C1(L%'rw))1 ?I : 2.92
Calculation of CoaBdents
for Lahw from Table of CoaRidents
Value m 9
LOOM p
A 8 C
40 2.75 0.45 2.45
50 3.00 0.50 2.70
Int dated values of A B and C lw L@AW
40.00 2.75 0.45 2.45
NOTES:
BTOC a Below Top of Casing
BGS - Below Ground Surface
SWL - Stalk Water I"
WD a Wed Depth
DTSP . Depth to Top of Sand Pads
rc = PVC Redus
rw = Borehole Radlus
Le = Screen Length
Lw = Bottom of Wait Screen to SWWL
a. time
min WL
R STOC y
R In y
0.00 6.70 2.97 1.09
1.50 6.22 2.49 0.91
2.00 5.74 201 0.70
3.00 5.14 1.41 0.34
4.00 4.66 0.93 -0.07
5000 4.40 0.67 -0.40
6.00 4.22 0.49 -0.71
7400 4.10 0.37 -0.99
a.oo 4.01 0.26 -1.27
9.00 3.96 0.23 -1.47
10.00 3.92 0.19 -1.66

Cmilcianl Table
LNnw A L"w 8 Lahw C
4 1.75 4 0.25 4 0.75
1.76 5 0.25 5 0.65
1.77 6 0.25 6 0.90
1.60 7 0.25 7 1.00
0 1.83 a 0.25 a 1.10
1.90 9 0.25 9 1.20
1.95 10 0.25 10 1.30
2.10 15 0.27 15 1.50
20 2.23 20 0.29 20 1.75
25 2.40 25 0.31 25 1.90
30 2.50 30 0.35 30 210
40 2.75 40 0.45 40 2.45
50 3.00 50 0.50 50 270
60 3.45 60 0.52 60 3.00
70 3.70 70 0.60 70 3.40
80 3.90 80 0.65 80 3.60
90 4.20 90 0.70 90 , 3.85
100 4.50 100 0.75 100 4.20
150 5.45 150 0.95 150 5.70
200 6.10 200 1.20 200 7.00
250 610 250 1.30 250 8.00
300 7.10 300 1.50 300 a.80
400 7.75 400 1.90 400 9.90
500 8.20 500 2.20 500 10.60
600 8.50 600 2.33 Soo 11.10
700 6.70 700 2.50 700 11.50
am 6.90 800 270 800 11.80
900 9.00 900 2.75 900 12.00
1000 9.20 1000 2.83 1000 12.40
1500 9.50 1500 3.18 1500 12.90
Slug Test Data
t.so
t.oo
0.50

c 0.00
C
-o.so

-1.00

1.50
2
00
.
.
0.00 3.00 6.00 9.00 12.00
Elapsed Time (min)
1
TITAN ATLANTIC GROUP, INC.
MW-A-27
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfill PROJECT NO.: 20-8382-01
MON. WELL NO.: MW-A-27 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 0.55
DATE OF TEST: 3/19/99 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 3.64
BEGIN TIME: 8:09:00 WATER LEVEL at t=O
(FT). Ho 6.17
END TIME: 9:51:00
DEPTH TO TOP OF
FILTER SAND (FT): 3.4 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 1.5 SCREEN LENGTH (FT): _ 4.9
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 9.3
HEAD,
CLOCK WATER INITIAL ELAPSED
READING TIME LEVEL HEAD HEAD TIME
NO. (HR:MIN:SEC) BELOW CHANGE CHANGE (min) Ho/Hi
T.O.C. Hi=H - Ho Ho=H-h
(ft) (ft) (ft)
h
1 8:09:00 6.17 2.53 2.53 0 1.00
2 8:09:30 6.13 2.49 0.50 0.98
3 8:10:00 6.10 2.46 1.00 0.97
4 8:11:00 6.04 2.40 2.00 0.95
5 8:12:00 5.97 2.33 3.00 0.92
6 8:13:00 5.58 1.94 4.00 0.77
7 8:14:00 5.26 1.62 5.00 0.64
a- 8:15:00 4.98 1.34 6.00 0.53
9 8:16:00 4.70 1.06 7.00 0.42
10 8:17:00 4.52 0.88 8.00 0.35
11 8:18:00 4.32 0.68 9.00 0.27
12 8:19:00 4.16 0.52 10.00 0.21
13 8:31:00 3.74 0.10 22.00 0.04
14 8:43:00 3.71 0.07 34.00 0.03
15 9:03:00 3.68 0.04 54.00 0.02
16 9:51:00 3.66 0.02 102.00 0.01

1

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1
1
1
1
1
1
1
1
1
Wet: MW-A-27
Test Data: 3/1999
Teat Type: Slug Out
WELL DATA
SWLr 3.64 (L BTOC)
WV- 10.00 (nBTOC)
WOa 9.30 (a am)
DTSP r 3.40 (6 BGS)
rc r 0.06 (6)
n : 0.60
rw • 0.13 (d)
rc (aqusted) a 0.11 (6)
Le r 4.90 (6)
Lw r 6.36 (d)
Lehw - 39.20
H r 50.00 a
HYDRAULIC CONDUCTMTY (K) CALCULATION SPREADSHEET
REGEL RIDGE LANDFILL; WHI7EVLLE. NC
MAN PROJECT NO. 204M-01
Field Teal W. vino mdrgid
Data Entry Sr. Vinson
Data Entry Data: 4699
CALCULATION OF K TEST DATA
K- ((tie'
th(yo)' •1.8 tom plot
W")' -4 tom plot
to 95 (mtrotas) from plot
yo r 0.17 (L) from plot
A 0.02 (L) from plot
In(Re4w) * 2.43
K r 9.8E-02 (fyday)
K' 3.5E-05 vNSee
Cakulallon otin(RaAw)
III More Lw < H:
KRsAw) r (I1.tl(In(Lwfrw)))' (A' &dn((H4.w)AwYQsAw)r-1 r 2.43
Where Lw - H: -
In(Renw r (1. V(1n(Lwhw) • (CALehw 1 r 2.94
Cakhlaten of Coellelents
VaWe an • for Lenw Table ot Coalition
lehw V"
A B C
30 2.50 0.35 2.10
50 3.00 0.50 2.70
Inuttp aaled value of A B and C Ier L?rw
( 39.20 I 2.73 0.42 2.36 I
NOTES:
STOC r Below Top of Casing
BGS r Below Around Surface
SWL - Stalk Water Lwel
WD a Weft Depth
DTSP r Depth to Top of Sand Pact
rc r PVC Radius
rw = Borehole Radius
Le r Screen Length
Lw r Bottom of Wed Screen to SWL
B. time
min y
L Iny
0.00 2.51 0.93
0.50 3 2.49 0.91
1.00 M 2.46 OAO
2.00 2.40 0.68
3.00 2.33 0.85
4.00 1.94 0.66
5.00 52
6 1.62 0.48
6.00 1.96 1.34 0.29
7600 4.70 1.06 0.06
6.00 4.52 0.88 -0.13
9400 4.32 0.60 -0.39
10.00 4.16 0.52 -0.65
22.00 3.74 0.10 -2.30
34.00 3.71 0.07 -2.66
54.00 3.68 0.04 3.22
102.00 3.66 0.02 3.91

Coefficient Table
L"w A LeMw B La hw C
1 1.75 1 0.25 4 0.75
5 1.76 5 0.25 5 0.85
6 117 6 0.25 6 0.90
7 1.80 7 0.25 7 1.00
8 1.83 8 0.25 8 1.10
9 1.90 9 0.25 9 1.20
10 1.95 10 0.25 10 1.30
15 2.10 is 0.27 is 1.50
20 2.23 20 0.29 20 1.75
25 2.40 25 0.31 25 1.90
30 2.50 30 0.35 30 2.10
40 2.75 40 0.45 40 2.45
50 3.00 50 0.50 so 2.70
60 3.45 60 0.52 60 3.00
70 3.70 70 0.60 70 3.40
80 3.90 80 0.65 80 3.60
90 4.20 90 0.70 90 3.85
100 4.50 100 0.75 100 4.20
150 5.45 150 0.98 150 5.70
200 6.10 200 1.20 200 7.00
250 6.70 250 1.30 250 6.00
300 7.10 300 1.50 300 8.60
400 7.75 400 1.90 400 9.90
500 8.20 500 2.20 500 10.60
600 8.50 600 2.33 600 11.10
700 8.70 700 2.50 700 11.50
a00 6.90 so 2.70 800 11.80
900 9.00 900 2.75 900 12.00
1000 9.20 1000 2.83 1000 12.40
1500 9.50 15M 3.18 1500 12.90
Slug Test Data
1.00 ..
•
•
0.00 •

-1.00
r
A
-2.00
•
-3.00 •

-4.00
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0
Elapsed Tim. (min)

TITAN ATLANTIC GROUP, INC.
MW-A-32
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfill PROJECT NO: 20-0382-01
MON. WELL NO.: MW-A-32 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 1.05
DATE OF TEST: 3119/99 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 3.60
BEGIN TIME: 7:33:00 WATER LEVEL at t=O
(FT), Ho 7.60
END TIME: 12:10:00
DEPTH TO TOP OF
FILTER SAND (FT): 3.0 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 1.5 SCREEN LENGTH (FT): 4.9
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 8.9
HEAD,
CLOCK WATER INITIAL ELAPSED
READING
NO. TIME
(HR:MIN:SEC) LEVEL
BELOW
T.O.C. HEAD
CHANGE
Hi=H-Ho HEAD
CHANGE
Ho=H - h TIME
(min)
Ho/Hi
(ft) (ft) (ft)
h
1 7:33:00 7.60 4 4.00 0 1.00
2 7:33:30 7.51 3.91 0.50 0.98
3 7:34:00 7.43 3.83 1.00 0.96
4 7:35:00 7.28 3.68 2.00 0.92
5 7:36:00 7.12 3.52 3.00 0.88
6 7:37:00 7.01 3.41 4.00 0.85
7 7:38:00 6.89 3.29 5.00 0.82
8 7:39:00 6.79 3.19 6.00 0.80
9 7:40:00 6.72 3.12 7.00 0.78
10 7:41:00 6.57 2.97 8.00 0.74
11 7:42:00 6.47 2.87 9.00 0.72
12 7:50:00 5.69 2.09 17.00 0.52
13 8:03:00 4.95 1.35 30.00 0.34
14 8:21:00 4.37 0.77 48.00 0.19
15 8:30:00 422 0.62 57.00 0.16
16 8:41:00 4.07 0.47 68.00 0.12
17 9:05:00 3.86 0.26 92.00 0.07
18 9:53:00 3.71 0.11 140.00 0.03
19 12:10:00 3.62 0.02 27.00 0.01

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Well: MW-A-32
Test Date: 3/19199
Test Type: Slug Out
WELL DATA
SWL . 3.60 (n STOC)
M. 10.00 (nBTOC)
WD = 8.90 (n BGS)
DTSP * 3.00 (n am)
M a 0.06 IN
n • 0.60
rw = 0.13 (n)
rc (adlusted) a 0.11 (n)
Le- 4.90 (6)
Lw a 6.40 00
Lahw • 39.20
--- H : 50.00 (n)
HYDRAULIC CONDUCTIVITY (K) CALCULATION SPREADSHEET
RIEGEL RIDGE LANDFLL: VWUTEVRLE. NC
MAN PROJECT NO. 20-1141112-01
CALCULATION OF K
Field Tad By. Vtronmorglel
Data Entry By. Vlnsoll
Data Entry Date: AIAM
TEST DATA
K s (11^2 ln(RMw)y2LW0AW6vM)
Yr(yo) • -0.25 from plot
In(yl) a -2.5 tan plot
1 e 100 (mtrlutes) from plot
Y. 0.78 (n) ran plot
A. 0.08 (n) from plot
In(RaAw) a 2.43
K e 9.6E-02 (Wday)
K e 3.4E-05 ansee
Calculation of ln(RSAW)
More Lw<H:
kARMw) _ ((I AA1 r(Lw/w))) • (A • Bxdn((Htw)hwY eAw)r-1 : 2.43
More Lw s H:
In(ReAw) a ((1. V(In(LwAw))) • (CALaAw)) 1 • 2.94
CaledaMan of CoefBdents
Valve range for LeAw from Table of Coedlciente
L LWrw A B C
30 210 o.u 2.10.-
50 3.00 0.50 2.70
In dale0 voice of A 6 and C for LeAw
419.20 2.73 0.42 2.418
NOTES:
STOC • Below Top of Casing
SGS - Below Ground Surface
SVVL - Static Water Level
WD - Wad Depth
DTSP - Depth to Top of Sand Pads
re - PVC Radus
rw 2 Borehole Radius
Ls a Screen Length
Lw a Bottom of Wed Screen to Sell
61.11100
(min) Wt.
n STOC Y
(it) InY
0.00 7.60 4.00 1.39
0.50 7.51 3.91 1.36
1.00 7.43 3.83 1.34
2.00 7.26 3.66 1.30
3.00 7.12 3.52 126
4.00 7.01 3.41 1.23
5.00 6.89 3.29 1.19
6600 6.79 3.19 1.16
7.00 6.72 3.12 1.14
8.00 6.57 2.97 1.09
9.00 6.47 2.87 1.05
17.00 5.69 2.09 0.74
30.00 495 1.35 0.30
48.00 4.37 0.77 -0.25
57.00 4.22 0.62 -0.49
68.00 4.07 0.47 -0.76
9200 3.86 0.26 •1.35
140.00 3.71 0.11 -221
277.00 3.62 0.02 -&91

Coelldenl Table
Lelnw A LNnw B Lefiw C
4 1.75 4 0.25 4 0.75
5 1.76 5 0.25 5 0.85
6 117 6 0.25 6 0.90
7 1.80 7 0.25 7 1.00
a 1.83 a 0.25 a 1.10
9 1.90 9 0.25 9 1.20
10 1.95 10 0.25 10 1.30
15 2.10 15 0.27 15 1.50
20 2.23 20 0.29 20 1.75
25 2.40 25 0.31 25 1.90
30 2.50 30 0.35 2.10
40 2.75 40 0.45 2.45
SO 3.00 50 0.50 270
60 3.45 60 0.52 K 41.00
70 3.70 70 0.60 3.40
80 3.90 80 0.65 3.60
90 4.20 90 0.70 3.85
100 4.50 100 0.75 4.20
150 5.45 ISO 0.96 ISO 5.70
200 6.10 200 1.20 200 7.00
250 6.70 250 1.30 250 8.00
300 7.10 - 300 1.50 300 8.80
400 7.75 400 1.90 400 9.90
500 - 8.20 500 2.20 500 10.60
600 8.50 600 2.33 600 11.10
700
coo
900 6.70
8.90
9.00 700
800
900 250
2.70
275 700
600
900 11.50
11.80
1200
1000 9.20 1000 283 1000 1240
1500 9.50 1500 3.18 1500 12.90
Slug Test Data
2.00

1.00
•
•
0.00 •
•
-1.00

-200 •

-3.DO

4.00
0.00 50.00
100.00 150.00 200.00 250.00 300.00
Elapsed Time (min)

TITAN ATLANTIC GROUP, INC.
MW-A-36
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfill PROJECT NO.: 20-8382-01
MON. WELL NO.: MW-A-36 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 0.6
DATE OF TEST: 3118/99 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 133
BEGIN TIME: 14:58:00 WATER LEVEL at t=
(FT), 'Ho 3.30
END TIME: 15:28:00
DEPTH TO TOP OF
FILTER SAND (FT): 3.5 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 3 SCREEN LENGTH (FT): 4.8
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 9.3
HEAD,
CLOCK WATER INITIAL ELAPSED
READING
NO. TIME
(HR:MIN:SEC) LEVEL
BELOW HEAD
CHANGE HEAD
CHANGE TIME
(min)
Ho/Hi
T.O.C. Hi=H - Ho Ho=H-h
(ft) 00 (ft)
h
1 14:58:00 3.30 1.97 1.97 0 1.00
2 14:58:30 2.33 1.00 0.50 0.51
3 14:59.00 1.90 0.57 1.00 0.29
4 15:00.00 1.57 024 2.00 0.12
5 15:01:00 1.46 0.13 3.00 0.07
6 15:02:00 1.43 0.10 4.00 0.05
7 15:03:00 1.41 0.08 5.00 0.04
a 15:04:00 1.40 0.07 6.00 0.04
9 15:05:00 1.38 0.05 7.00 0.03
10 15:06:00 1.38 0.05 8.00 0.03
11 15.07:00 1.38 0.05 9.00 0.03
12 15:08:00 1.37 0.04 10.00 0.02
13 15:18:30 1.36 0.03 20.50 0.02
14 15:28:00 1.35 0.02 30.00 0.01
15 15:38:00 1.35 0.02 40.00 0.01

1

F,

L

t
1
1
1
1
1
1
1
1
1
i
Wert: MW-A-36
Test Date: MOM
Test Type: Sktg Out
WELL DATA
sm. 1.33 (4STOC)
WD- 10.00 (a STOC)
WD= 9.30 (it SM)
DTSP - 3.50 (a am)
rc e 0.06 (a)
n = 0.60
rw. = 0.25 (a)
rc (s*Ated) = 0.20 (a)
Le - 4.80 (it)
Lw. = 8.67 (a)
L&Iw- 19.20
H - 50.00 (a)
HYDRAULIC CONDUCTIVITY (K) CALCULATION 94WAD94ffT
RE E: RDGE LANDFLL; V"TEVLLE. NC
MAN PROJECT NO.20. M-M
Field Tact By. Vknorv "61
Data Envy By. Vhseh
Data Entry Date: 4/699
TEST DATA
CALCULATION OF K
El. time
min WL
a BTOC y
a In y
0.00 3.30 1.97 0.66
030 2.33 1.00 0.00
1.00 1.90 0.57 -0.56
2.00 1.57 024 -1.43
100 1.46 013 -2.04
4.00 1.43 0.10 -2.30
5.00 1.41 0.06 -2.53
6.00 1.40 0.07 -2.66
7.00 1.38 0.05 -3.00
8000 1.35 0.05 -3.00
9000 1.38 0.05 -3.00
10000 167 0.04 -3.22
20.50 1.36 0.03 -3.51

K - 0-^2 h(R9Aw)Y2L6r(tA)In(yW)
In(yo) _ -2.3 torn plot
WOO- -3 torn plot
1= 4 (mtraites) from plot
yo 0.10 (a) tam plot
A. 0.05 (a) tam plot
h(Rabw) - 1.98
K - 2.1E-00 (Nday)
K = 7.3E-04 crNsee
Calculation of ln(Rekw)
Where Lw<H:
In(RMw) _ ((1.14h(LwArw))) - (A - B)dn((H-Lw)hwy/(IaRw)l"-1 = 1.98
Where Lw=H:
h(Rahw) _ ((1. V(h(Lw/(w))) - (CALaew))r`t = 2.53
Calculation of C09111clenis
Value range tar Lahw tom Table o(Co ill ants
LeAw A B C
15 2.10 0.27 1.50
50 3.00 0.50 2.70
h elated valves of A B and C for Lahw
19.20 2.21 0.30 1.61
NOTES:
BTOC = Below Top of Casing
BGS - Below Ground Surface
SWL - Static Water Level
WD - Well Depth
OTSP - Deph to Top of Sand Pads
rc - PVC Radius ,
rw - Borehole Radius
Le - Screen Length
Lw - Bottom of Wed Screen to SWL
Coeladant Table
Lwbw A LOAnv B LaMa, C
4 1.75 4 0.25 4 0.75
5 1.76 5 0.25 5 0.85
6 1.77 6 0.25 6 0.90
7 1680 7 0.25 7 1.00
a 1.83 a 0.25 a 1.10
9 1.90 9 025 9 1.20
10 1.95 10 0.25 10 1.30
15 2.10 15 0.27 15 1.50
20 2.23 20 0.29 20 1.75
25 2.40 25 0.31 25 1.90
30 2.50 30 0.35 30 2.10
10 2.75 40 0.45 40 2.45
50 3.00 50 0.50 50 2.70
60 3.45 60 0.52 60 3.00
70 170 70 0.60 70 140
80 3.90 80 0.65 80 3.60
90 420 90 0.70 90 3.85
100 4.50 100 0.75 100 4.20
150 5.45 150 0.9a 150 5.70
2m 6.10 200 1.20 200 7.00
250 6.70 250 1.30 250 8.00
300 7.10 300 1.50 300 8.80
400 7.75 400 1.90 400 9.90
S00 8.20 500 2.20 500 10.80
600 5.50 sm 2.33 600 11.10
700 8.70 700 2.50 700 11.50
800 8.90 600 2.70 800 77.80
900 9.00 900 2.75 900 12.00
1000 9.20 1000 2.83 1000 12.40
1500 9.50 1500 3.16 1500 12.90
Slug Test Data

1.00

0.00

-1.00
>A
c
-2.00
e

-3.00

4.00
0.00 5.00 10.00 15.00 20.00 25.00
Elapsed Time (min)

TITAN ATLANTIC GROUP, INC.
MW-A-37
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfil PROJECT NO.: 20-8382-01
MON. WELL NO.: MW-A.37 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 1.07
DATE OF TEST: 3/19/99 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 2.67
BEGIN TIME: 11:16-00 WATER LEVEL att=O
(FT). Ho 4.87
END TIME: 11:45:00
DEPTH TO TOP OF
FILTER SAND (FT): 3.9 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 3 SCREEN LENGTH (FT): '3.9
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 8.8
HEAD,
CLOCK WATER INITIAL ELAPSED
READING
NO. TIME
(HR:MIN:SEC) LEVEL
BELOW HEAD
CHANGE HEAD
CHANGE TIME
(min)
Ho/Hi
T.O.C. Hi=H-Ho Ho=H-h
(ft) (ft) (ft)
h
1 11:16:00 4.87 2.2 2.20 0 1.00
2 11:16:30 4.15 1.48 0.50 0.67
3 11:17:00 3.71 1.04 1.00 0.47
4 11:18:00 3.29 0.62 2.00 0.28
5 11:19:00 3,10 0.43 3.00 0.20
6 11:20:00 3.02 0.35 4.00 0.16
7 11:29:00 2.81 0.14 13.00 0.06
8 11:36:00 2.78 0.11 20.00 0.05
9 11:45-00 2.77 0.10 29.00 0.05

1

t
1

?7
i
77
I

1
1
Well: MW-A37
Test Data: 3/1999
Test Type: Shp out
WELL DATA
SWL- 2.67 (it BTOC)
W3• 10.00 (tSTOC)
WD, 6.80 (R BGS)
DTSP • 3.90 (a acs)
re. 0.06 (it)
n a 0.60
rvr• 0.25: (10
rc (ad)ustad) • 0.20 (r)
Le, 3.90 (r)
Lw. 7.33 (II)
LsAw• 15.80
H . 50.00 (it)
HYDRAULIC CONDUCTMTY (K) CALCULATION SPREADM EST
RIEGE. RIDGE LJN10FLL: YMITEVILLE. NC
TITAN PROJECT NO. 20-M2-01
CALCULATION OF K
VNeauNaplM
Field Test By.
Date Entry W. Vinson
Data Entry Data: 48I99
TEST DATA
K - ((rc'2 h(Reaw)Y1Le)'(1Ay *W)
In(yo), •IA from plot
Wirt), -2.21 ran plot
t. 15 (mhutss) from plot
yo , 0.25 (it) from plot
yl. 0.11 (rt) rom plot
In(ReAw) - 1.81
K . 7.2E-01 (0/day)
K- 2.6E-04 crNsec
Calculation oWR@Aw)
WMre Lw < H:
ln(ReAw). ((1.71(h(Lwhw))) • (A. Bxh((H-Lw)1rwY0eAw)r-1' 1.81
Where Lw. H:
h(ReAw , 1.1 b*w/rw))) • ehw)) 1 2.36
Calculation of Coettidents
Value ran0e for LeAw from Table of Coei6denis
Lehw 1
15 1
2.10 0.27 1.50
50 3.00 0.50 2.70
hl dated values of A B and C f La1W
15.60 2.12 0.27 1.52
NOTES:
STOC - Below Top of Casing
BGS , Below Ground Surface
SWL • Static Water Level
WD , Wall Depth
DTSP . Depth to Top of Sand Pad:
rc . PVC Radius
rw . Borehole Radius
Le • Screen Lmglh
Lw. Bottom of Weti Screen to SWL
a. Mr
(min) WL
t STOC y
(it) In y
0.00 4.87 2.20 0.79
030 4.15 1.46 0.39
1.00 3.71 1.04 0.04
2.00 3.29 0.62 -0.48
3.00 3.10 0.43 -0.84
4.00 102 0.35 -1.05
13.00 2.81 0.14 -1.97
20.00 2.78 0.11 -2.21
29.00 2.77 0.10 -2.30

Coel6dent Table
LNnw A LU1w a Lefiw C
4 1.75 4 0.25 4 0.75
5 1.76 5 0.25 5 0.85
6 1.77 6 0.25 6 0.90
7 1.80 7 0.25 7 1.00
a 1.83 a 0.25 a t.10
9 1490 9 0.25 9 1.20
10 1.95 10 0.25 10 1.30
15 2.10 15 0.27 15 1.50
20 2.23 20 0.29 20 1.75
25 2.40 25 0.31 25 1.90
30 2.50 30 0.35 30 2.10
40 2.75 40 0.45 40 2.45
50 3.00 50 0.50 50 2.70
60 3A5 60 0.52 W 3.00
70 310 70 0.60 70 3.40
80 3.90 so 0.65 so 3.60
90 4.20 90 0.70 90 3.85
100 750 100 0.75 100 4.20
150 5.45 150 0.96 150 5.70
200 6.10 200 1.20 200 7.00
250 6.70 250 1.30 250 8.00
300 7.10 300 1.50 300 8080
400 7.75 400 1.90 400 9.90
500 8.20 500 2.20 500 10.60
600 8050 600 2.33 600 11.10
700 6070 7001 2.50 700 11.50
800 8.90 aoo 2.70 800 11.80
900 9.00 900 2.75 900 12.00
1000 9.20 1000 2.83 1000 12.40
1500 9.50 1500 3.18 1500 12.90
Slug Test Data

1.00

0.00

-1.00 •
-2.00

-3.00-

-4.00.
0.00 5.00
10.00 15.00 20.00 25.00 30.00
Elapsed Time (min)

TITAN ATLANTIC GROUP, INC.
MW-A-40
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfill PROJECT NO.: 20-8382-01
MON. WELL NO.: MW-A-10 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 0.65
DATE OF TEST: 3118/99 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 2.68
BEGIN TIME: 12:05:00 WATER LEVEL at t=O
(FT), Ho 4.95
END TIME: 14:43:00
DEPTH TO TOP OF
FILTER SAND (FT): 3.4 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 3 SCREEN LENGTH (FT): 4.8
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 9.2
HEAD,
CLOCK WATER INITIAL ELAPSED
READING
NO. TIME
(HR:MIN:SEC) LEVEL
BELOW HEAD
CHANGE HEAD
CHANGE TIME
(min)
HotHi
T.O.C. Hi=H-Ho Ho=H - h
(ft) lft) (ft)
h
1 12:05:00 4.95 2.27 2.27 0 1.00
2 12:06:00 3.84 1.16 1.00 0.51
3 12:07:30 3.40 0.72 2.50 0.32
4 12:06:30 322 0.54 3.50 0.24
5 12:09:30 3.10 0.42 4.50 0.19
6 12:10:30 3.01 0.33 5.50 0.15
7 12:11:30 2.99 0.31 6.50 0.14
8 12:13:00 2.99 0.31 8.00 0.14
9 12:14.00 2.92 0.24 9.00 0.11
10 12:15:00 2.88 0.20 10.00 0.09
11 12:25:00 2.76 0.08 20.00 0.04
12 12:35.00 2.73 0.05 30.00 0.02
13 12:45:00 2.70 0.02 40.00 0.01
14 12:58:30 2.69 0.01 53.50 0.00
15 14:43:00 2.67 -0.01 158.00 0.00

-4

i
11

1
1

i
Well: MW-A-40
Teat Date: 3H 699
Teat Type. Slug Out
WELL DATA
SWL= 2.66 (ASTOC)
WD= 10.00 (RSTOC)
WD= 9.20 "(6 BGS)
DTSP a 3.40 . (6 8W)
rc a 0.08 "(a)
n e 0.60 .
rw a 0.25 (it)
re (aqusted) = 0.20 00
Ls a 4.80 (6)
Lw. 7.32 (6)
LMw= 19.20
H = 50.00 (n)
HYORMILIC CONDUCTIVITY (K) CALCULATION SPREADSHEET
RIE EI RCGELMDFLLNMftEVLLE.NC
TITAN PROJECT N0.202362-01
CALCULATION OF K
Field Test W. Mnem Ma91el
Data Entry By. canon
Data Entry Data: 44699
TEST DATA
K- ((re" 2 b(RMw)Y2Ler(1A)Irl -VQ
Kyo) a -1.17 from plot
kgyt)= -3.91 tanpla
t = 33.5 (niwtes) from pia
yo. 0.31 (6) from plot
yt= 0.02 (ft) torn plot
lh(Rahw) = 1.92
K = 9.4E41 (RIdey)
K = 3.3E44 after
Calculallm of kXR9AW)
Where Lw<H:
In(Raft) _ ((1.14ln(Lw/rw))) • (A • BxW(H-Lw)1 w)M*Arw))"-1 a 1.92
Where Lw=H:
3
In(Rehw)= 1.V(In(Lw/w)))-( ehw)) 1= 2.4.
Calculation of Coeficionts
Value ranee for LeAw from Table of Coefkients
Lahw I A _ 1_ B I C
u 2.10 0.27 1so
50 3.00 0.50 2.70
In dated values of A B and C fa LMw
19.20 2.21 0.30 1.64
NOTES
BTOC = Below Top of Casino
BGS - Below Ground Surface
SWL = Static Water Level
WD - Well Depth
OTSP x Depth to Top of Sand Pads
rc = PVC Radius
rw = Borehole Radus
Le = Sawn Length
Lw = Bottom 0f Wee Screen to SWL
El. Ime
min WL
(it) STOC y
A My
0.00 1.95 2.27 0.62
1.00 3.84 1.16 0.15
2.50 3.40 0.72 -0.33
3.50 322 0.54 -0.62
4.50 3.10 0.42 -0.67
5.50 3.01 0.33 -1.11
6.50 2.99 0.31 -1.17
8.00 2.99 0.31 -1.17
9.00 2.92 0.24 -1.43
10.00 2.68 0.20 -1.61
20.00 2.76 0.08 -2.53
30.00 2.73 0.05 -3.00
40.00 2.70 0.02 -3.91
53.50 2.69 0.01 2.61

Coefficient Table
LeMw A Lehlw B Leduw C
4 1.75 1 0.25 4 0.75
5 116 5 0.25 5 0.85
6 1.77 6 0.25 6 010
7 1.30 7 0.25 7 1.00
a 1.83 a 0.25 a 1.10
9 1.90 9 0.25 9 1.20
10 1.95 10 0.25 10 1.30
is 2.10 15 0.27 15 1.50
20 2.23 20 0.29 20 1.75
25 2.40 25 oat 25 1.90
30 2.50 30 0.35 30 2.10
40 2.75 40 0.45 40 2.45
50 3.00 50 0.50 50 2.70
60 3.15 60 0.52 60 3.00
70 3.70 70 0.60 70 3.40
80 3.90 30 0.65 80 3.60
90 4.20 90 0.70 90 3.35
100 4.50 100 0.75 100 1.20
150 5.45 150 0.98 150 5.70
200 6.10 200 1.20 200 7.00
250 6.70 250 1.30 250 8.00
300 7.16 300 1.50 300 6.80
400 7.75 400 1.90 400 9.90
500 8.20 500 2.20 500 10.60
600 8.50 600 2.33 600 11.10
700 8.70 700 2.50 700 1150
800 8.90 800 x.70 a00 11.80
900 9.00 goo 2.11 900 12.00
1000 9.20 1000 2.83 1000 12.40
1500 9.50 1500 3.1b 15W 12.90
Slug Test Data

1.50

0.50
e
e
-0.50
e

-1.50
c

-2.50

-3.50

-4.50
0.00 10.00
20.00 30.00 40.00 50.00 60.00
Elapsed Time (min)
1
TITAN ATLANTIC GROUP, INC.
MW-A-49
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfill PROJECT NO.: 20-8382-01
MON. WELL NO.: MW-A-49 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiei TITAN PERSONNEL: James Vinson ,
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 1.10
DATE OF TEST: 3/19/99 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 3.00
BEGIN TIME: 10:36:00 WATER LEVEL at t=O
(FT), Ho 6.13
END TIME: 11:50:00
DEPTH TO TOP OF
FILTER SAND (FT): 3.0 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 3 SCREEN LENGTH (FT): - 4.9
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 8.9
HEAD,
CLOCK WATER INITIAL ELAPSED
READING TIME LEVEL HEAD HEAD TIME
NO. (HR:MIN:SEC) BELOW CHANGE CHANGE (min) Ho/Hi
T.O.C. Hi=H-Ho Ho=H-h
(ft) (ft) (ft)
h
1 10:36:00 6.13 3.13 3.13 0 1.00
2 10:36:30 5.78 2.78 0.50 0.89
3 10:37:00 5.52 2.52 1.00 0.81
4 10:38:00 4.93 1.93 2.00 0.62
5 10:39:00 4.26 1.26 3.00 0.40
6 10:40:00 3.89 0.89 4.00 0.28
7 10:41:00 3.66 0.66 5.00 0121
8 10:42:00 3.52 0.52 6.00 0.17
9 10:43:00 3.41 0.41 7.00 0.13
10 10:44:00 3.35 0.35 8.00 0.11
11 10:50:00 323 0.23 14.00 0.07
12 10:55:00 3.14 0.14 19.00 0.04
13 11:07:00 3.07 0.07 31.00 0.02
14 11:50:00 3.00 0.00 74.00 0.00

IJ

1

1?

1
F1
t
t
Wet: MW-A49
Tat Date: W19M
Tagil Type: SWg OW
WELL DATA
SWL = 3.00 (n STOC)
WO- 10.00 _(nBTOC)
WD s 6.90 (n BGS)
DTSP a 3.00 (n BGS)
rc e 0.08 (it)
n a 0.60
rw a 0.25 (n)
rc (aqusted) a 0.20 (n)
Le a 4.90 (n)
Lw. = 7.00 (n)
Lehw - 19.60
H • 50.00 (it)
HYDRAULIC CONDUCTIVITY (K) CALCULATION SPREADSHEET
REGEL RIDGE LANDFILL; WHITEVLLE. NC
TITAN PROJECT NO. 204382-011
Field Test By:. Vk*WMorgld
Data Entry BY. Vtrrsort
Data Entry Dab: 4/&99
TEST DATA
CALCULATION OF K
a. Ime
(min WL
n STOC IF
(it) my
0.00 6.13 3.13 1.14
5.76 2.76 1.02
5.52 2.52 0.92
4.93 1.93 0.66
4.26 1.26 0.75
K 3.69 0.89 -0.12
366 0.66 -0.41
3.52 0.52 -0.65
,000 3.41 0.41 -0.69
6.00 3.35 0.35 -1.05
14.00 3.23 0.23 -1.47
19.00 3.14 0.14 -1.97
31.00 3.07 0.07 -2.66

K e Om^2 Yi(RWrw)Y2LW(+AJMK W)
k9yo) a -1.25 ran plot
ln6N . .2.28 from plot
I s 15 (minutes) ran plot
yo a 0.29 (n) ran plot
A. 0.10 (a) tom plot
trr(Re4w) : 1.92
K , 7.7E-01 (ft/day)
K : 2.7E-04 CnVove
CakWalon of l n(Rehw)
Mere Lw < H:
In(ReAw) a IS1 A/(rt(LwBw))) • (A • B In((H4.wytw)/(#1rw)N-1 : 1.92
Mere Lw - H:
In(Rehw) a (1.1 th(Lwhw )) • (G(Lerw) 1 • 2.41
CakNalon of CoeHdents
Value ranee for LeAw tom Table of CooWents
Le Mr A B C
15 2.10 0.27_ 1.50
50 3.00 0.50 2.70
In dated values of A B and C la LeAw
19.60 2.2T 0.. 1.66
NOTES
STOC - Below Top of Casing
BGS - Below Ground wises
SWL a Stage Wales I"
WD a Well Depth
DTSP - Depth to Top of Sand Pack
re, - PVC Rados
rw s Borehole Rados
Le a Screen Length
Lw a Bolton of Well Screen to SWL
Coefficient Table
Lobw A Le/nw B LabW C
4 1.75 1 0.25 4 0.75
5 1.76 5 0.25 5 0.85
6 1.77 6 0.25 6 0.90
7 1.80 7 0.25 7 1.00
8 1.83 8 0.25 8 110
9 1.90 9 0.25 9 1.20
10 1.95 10 0.25 10 1.30
15 2.10 15 0.27 15 1.50
20 2.23 20 0.29 20 1.75
25 2.40 25 0.31 25 1.90
30 2.50 30 0.35 30 2.10
40 2175 40 0.45 40 2.45
50 3.00 50 0.50 50 2.70
60 3.45 60 0.52 60 3.00
70 3.70 70 0.60 70 3.40
60 3.90 60 0.65 80 3.60
90 120 90 0.70 90

100
4.50
100
0.75
100 4.20
150
200
250
300
400
500
Soo
700
S00
900
1000 SAS
6.10
6.70
7.10
7.75
8.20
8.50
8.70
8.90
9.00
9.20 150
200
250
300
400
500
600
700
Soo
900
1000 0.96
1.20
1.30
1.50
1.90
2.20
2.50
2.70
2.75
2.83 150
200
250
300
400
500
700
boo
900
1000 j
+1.50
1+.60
12.00
12.40
1500 9.50 1500 J. 1S 1500 12.90
Slug Test Data

1.00
•
•
0.00
•
C .1.00
c
-2.00
•
-3.00

-4.00
0.00 5.00
10.00 15.00 20.00 25.00 30.00 35.00
Elapsed Tlme (min)

TITAN ATLANTIC GROUP, INC.
MW-A-52
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfill PROJECT NO.: 20-8382-01
MON. WELL NO.: MW-A-52 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 1.50
DATE OF TEST: 3/18/99 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 5.11
BEGIN TIME: 17:32.00 WATER LEVEL at t=O
(FT), Ho 8.29
END TIME: 18:19:00
DEPTH TO TOP OF
FILTER SAND (FT): 3.1 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 1.5 SCREEN LENGTH (FT): 4.4
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 8.5
HEAD,
CLOCK WATER INITIAL ELAPSED
READING
NO. TIME
(HR:MIN:SEC) LEVEL
BELOW HEAD
CHANGE HEAD
CHANGE TIME
(min)
Ho/Hi
T.O.C. Hi=H-Ho Ho=H - h
(ft) (ft) (ft)
h
1 17:32:00 8.29 3.18 3.18 0 1.00
2 17:32:30 8.13 3.02 0.50 0.95
3 17:330 7.98 2.87 1.00 0.90
4 17:34:00 7.62 2.51 2.00 0.79
5 17:36:30 7.04 1.93 4.50 0.61
6 17:37.00 6.89 1.78 5.00 0.56
7 17:38:00 6.71 1.60 6.00 0.50
8 17:39.00 6.54 1.43 7.00 0.45
9 17.40-.00 6.40 1.29 8.00 0.41
10 17:41:00 6.26 1.15 9.00 0.36
11 17:42.00 6.14 1.03 10.00 0.32
12 17:52.00 5.43 0.32 20.00 0.10
13 18:06:00 5.20 0.09 34.00 0.03
14 18:19.00 5.16 0.05 47.00 0.02

1

1
1

1

i
t
1
1
1
1
1
1
1
1
1
Weti: MW-A-52
Teel Data: 111199
Taal Type: Slug Out
WELL DATA
SW 5.11 (RBTOC)
W0 = 10.00 (R STOC)
WD = 8.50 (n BGS)
DTSP = 3.10 (R BGS)
rot= 0.06 (8)
n = 0.60
rw = 0.13 (R)
re (ad)usted) = 0.11 (R)
La= 4.40 (11)
Lw= 4.89 (R)
Left = 35.20
H = 50.00 (R)
HYDRAULIC CONDUCTIVITY (K) CALCULATION SPREADSHEET
RIE68 RIDGE LANDFILL; 10MITEVILLIE, NO
TITAN PROJECT NO. 20-M-01
FIND Tut By. VinnaN4agIN
Data Entry By. Vnson
Data Entry Date: 4499
TEST DATA
. CALCULATION OF K
EL time
mice WL
R BTOC y
(it) n y
0.00 6.29 3.16 1.16
0.50 6.13 3.02 1.11
1.00 7.98 2.67 1.05
2.00 7.62 2.51 0.92
4.50 7.04 1.93 0.66
5.00 6.89 1.78 0.58
6.00 6.71 1.60 0.47
7.00 6.54 1.43 0.36
8.00 6.40 129 025
9.00 626 1.15 0.14
10.00 6.14 1.03 0.03
20.00 5.43 0.32 -1.14
34.00 5.20 0.09 -2641
47.00 5.16 0.05 -3.00

K = grc"2 n(RMrw)Y2Le)'(tAW4yW)
k0o)= -1.5 from plot
n(yt)= -3 from plot
t = 27 (mnut") ram plot
ya = 0.22 (R) ran plot
A 0.05 (it) Iron plot
n(Rahw) = 2.27
K = 2.5E41 (Nday)
K = 81E-05 crdsea
Calculation of ln(ReAw)
WMn Let < H:
ln(Rehw) _ ((1.104whw))) • (A • B)drn((HLwyrw)/Q*NW)j"-1 = 227
WbweLw=H:
bgReAw) = 1.1/( wAw))) • CALeAw)) 1 = 2.75
Calculation o(Coefficients
Valve ranoe for LMrw from Table of Coefficients
L!
- A B C
%
30 2.50 0.3$._ 2.10
50 3.00 0.50 2.70
In B and C I Lehw
mated veluea of
35.20 2.63 0.39
l 2.26
NOTES
STOC = Below Tap of Casing
BGS = Below Ground Surface
SWL = Static Water I"
WD = Web Depth
DTSP = Depth to Top of Sand Pack
rc = PVC Radio
rw = Borwole Radius
Le = Screen Length
Lw= Bottom of Weti Screen to SWL
Cohlfiele nt Table
LMnw A LMmv B LMnw C
4 1.75 4 0.25 4 0.75
1.76 5 0.25 5 0.65
1.77 6 0.25 6 0.90
1.50 7 0.25 7 1.00
1.83 8 0.25 8 1.10
R 1.90 9 0.25 9 1.20
1.95 10 0.25 10 1.30
2.10 15 0.27 15 1.50
2.23 20 0.29 20 1.75
25 2.40 25 0.31 25 1.90
30 2.50 30 0.u 30 2.10
40 2.75 40 0.45 40 2.45
50 3.00 50 0.50 50 2.70
60 3.45 60 0.52 60 3.00
70 3.70 70 0.60 70 3.40
80 3.90 80 0.65 80 3.60
90 4.20 90 0.70 90 3.85
100 4.50 100 0.75 100 4.20
150 5.45 150 0.98 150 5.70
200 6.10 200 1.20 200 7.00
250 6.70 250 1.30 250 8.00
300 7.10 300 1.50 300 8.80
400 7.75 400 1.90 400 9.90
500 8.20 500 2.20 500 10.60
600 8.50 600 2.33 600 11.10
700 810 700 2.50 700 11.50
.800 8.90 ago 2.70 60o 11.80
900 9.00 900 2.75 900 1200
1000 8.20 1000 2.83 1000 12.40
1500 9.50 1500 J.18 1500 12.90
" Slug Test Data

1.00
'
0.00 •

-1.00
-2.00

-3.00

-4 .00
0.00
5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Elapsed Time (min)

TITAN ATLANTIC GROUP, INC.
MW-A-55
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfill PROJECT NO.: 20.8382-01
MON. WELL NO.: MW-A-55 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: ' James Vinson
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 0.90
DATE OF TEST: 3/18199 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 2.60
BEGIN TIME: 15:57-00 WATER LEVEL at t=
(FT). Ho 8.25
END TIME: 17:58:00
DEPTH TO TOP OF
FILTER SAND (FT): 3.3 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 1.5 SCREEN LENGTH (FT): 4.8
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 9.1
HEAD.
CLOCK WATER INITIAL ELAPSED
READING TIME LEVEL HEAD HEAD TIME
NO. (HR:MIN:SEC) BELOW CHANGE CHANGE (min) Ho/Hi
T.O.C. Hi=H-Ho Ho=H-h
(it) (It) (it)
h
1 15:57:00 8.25 5.65 5.65 0 1.00
2 15:57:30 8.09 5.49 0.50 0.97
3 15:58:00 7.93 5.33 1.00 0.94
4 15:59:00 7.67 5.07 2.00 0.90
5 16:00.00 7.39 4.79 3.00 0.85
6 16:01:00 7.09 4.49 4.00 0.79
7 16:02:00 6.84 4.24 5.00 0.75
8 16:03:00 6.61 4.01 6.00 0.71
9 16:04:00 6.34 3.74 7.00 0.66
10 16:05.00 6.15 3.55 8.00 0.63
11 16:06:00 6.01 3.41 9.00 0.60
12 16:07.00 5.84 324 10.00 0.57
13 16:17.00 4.50 1.90 20.00 0.34
14 16:29.00 3.54 0.94 32.00 0.17
15 16:49:00 2.97 0.37 52.00 0.07
16 17:08:00 2.80 0.20 71.00 0.04
17 17:26:00 2.72 0.12 89.00 0.02
18 17:58:00 2.67 0.07 121.00 0.01

1
u
n
L?

1

i
t

1
1

r
s
WON: MW-A-65
Tea) Dab: 3/1699
Test Typr. Shp Out
WELL DATA
SWL = 2.60 (n STOC)
WD= 10.00 (a STOC)
WO • 9.10 (t am)
DTSP • 3.30 (n BGS)
rc = 0.08 (n)
n = 0.60
rw= 0.13 (n)
rc (aqusted) = 0.11 (n)
Le. 4.80 (n)
Lw= 7.40 (n)
Le4w • 38.40
H = 50.00 (n)
HYDRAULIC CONDUCTIVITY (K) CALCULATION SPREADSHEET
RIEGEL RIDGE LA DFLL; WHITEVILLE. NC
TITAN PROJECT NO. 2043112-01
CALCULATION OF K
Field Test By: Vfrsorm" lei
Data Entry By. Vinson
Data Entry Dab: 4/8/99
TEST DATA
K, Urc"21n(Ratw)y2Le)y0AJlo6ayt)
In(yo)= -0.99 from plot
N(yl), .2 torn plot
t = 28 (minutes) from plot
YO • 0.37 (n) tam plot
)A = 0.14 (n) from plot
ln(ReAw) = 2.48
K = 1.6E-01 (Nday)
K- 5.6E-05 CM050c
Calculation of In(ReAw)
Where Lw<H:
lo(Rakw) _ )(1.1/(In(Lw/w))) • (A • B:dn((H4.wyrwy(Iehw)r-1 : 2.48
Where Lw = it
ReAw = [(1-1K wkw))) • ( ehw))7-7 : 3.02
Calculation of Coefficients
Value ranoe for Lahw tom Table of CoeRdents
le8w A B C
30 2.50 0.35 2.10
50 3.00 0.50 2.70
Isd values of A B and C for Lehw
Inter
j
38.40 2.71 0.41 2.35
NOTES
BTOC = Below Top of Casing
BGS = Below Ground Surface
SYN. = Static Water Level
WD • Well Depth
OTSP = Depth to Top of Sand Pads
re = PVC Radius
rw = Borehole Radius
U • Screen Lengn
Lw = Bottom of Well Screen to SWL
O. time
min WL
R STOC y
n In y
0.00 6.25 5.65 1.73
0.50 619 5.49 1.70
1.00 7.93 5.33 1.67
2.00 7667 5.07 1.62
3000 7.39 4.79 1.57
4.00 7.09 4.49 1.50
6.6• 4.24 1.44
6.61 4.01 1.39
6.34 3.74 1.32
6.15 3.55 1.27
K 6.01 3.41 1.23
5.84 3.24 1.18
4.50 1.90 0.64
3.54 0.94 -0.06
52.00 2.97 0.37 -0.99
71.00 2.80 0.20 -1.61
89.00 2.72 0.12 -2.12
121400 2.67 0.07 -2.66

Coefficient Table
L"w A Lehhw B Le+hw c
4 1.75 • 0.25 4 0.75
5 1.76 5 0.25 5 0.85
6 1.77 0.25 6 0.90
7 1.80 0.25 7 1.00
a 1.83 0.25 8 1.10
9 1.90 0.25 9 1.20
10 1.95 K 0.25 10 1.30
15 2.10 0.27 15 1.50
20 2.23 0.29 20 1.75
25 2.40 0.31 25 1.90
30 2.50 3O 0.35 30 2.10
40 2.75 40 0.45 40 2A3
50 3.00 50 0.50 50 2.70
60 3.45 60 0.52 60 3.00
70 3.70 70 -0.60 70 3.40
W 3.90 so 0.65 so 3.60
90 4.20 90 0.70 90 3.65
100 4.50 100 0.75 100 4.20
150 5.45 150 0.96 150 5.70
200 6.10 200 1.20 200 7.00
250 6.70 250 1.30 250 8.00
300 7.10 300 1.50 300 8.80
.75 400 1.90 400 9.90
500 3.20 Soo 2.20 500 10.60
.50 600 2.33 600 11.10
.70 700 2.50 700 11.50
f .90 2.70 000 11.
.00 900 2.75 900 12.00
.20 1000 283 12.40
'
.50 1500 3.18 15W 12.90
0
Slug Test Data
2.00

1.00

0.00
C ..
r -1.00
e
200

-3.00

.4.00
0.00
20.00 40.00 60.00 80.00 100.00 120.00 140.00
Elapsed Time (min)

TITAN ATLANTIC GROUP, INC.
MW-A-58
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfill PROJECT NO.: 20-0382-01
MON. WELL NO.: MW-A-58 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 1.25
DATE OF TEST: 3/18199 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 3.39
BEGIN TIME: 16:36:00 WATER LEVEL at t=O
(FT), Ho 6.72
END TIME: 18:01.00
DEPTH TO TOP OF
FILTER SAND (FT): 2.7 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 1.5 SCREEN LENGTH (FT): 4.9
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 8.6
HEAD.

READING
NO. CLOCK
TIME
(HR:MIN:SEC) WATER
LEVEL
BELOW
T.O.C. INITIAL
HEAD
CHANGE
Hi=H-Ho
HEAD
CHANGE
Ho=H - h ELAPSED
TIME
(min)

Ha/Hi
(ft) (ft) (ft)
h
1 16:36:00 6.72 3.33 3.33 0 1.00
2 16:36:30 6.61 3.22 0.50 0.97
3 16:37:00 6.46 3.07 1.00 0.92
4 16:38:00 6.21 2.82 2.00 0.85
5 16:39:00 5.94 2.55 3.00 0.77
6 16:40:00 5.66 2.27 4.00 0.68
7 16:41:00 5.43 2.04 5.00 0.61
8 16:42:00 5.19 1.80 6.00 0.54
9 16:43:00 4.98 1.59 7.00 0.48
0 16:44:00 4.83 1.44 8.00 0.43
1
F 16:45.00 4.65 1.26 9.00 0.38
2 16:46:00 4.52 1.13 10.00 0.34
13 17:09:00 3.53 0.14 33.00 0.04
14 17:24:00 3.45 0.06 48.00 0.02
15 18:01:00 3.39 0.00 85.00 0.00

u
J

t

1
1
t
1
i
1
1
1
1
1
1
1
1
1
1
Wet. MW-A-68
Tat Dab: 3/1899
Teat Typo: Slug Out
WELL DATA
SWL = 3.39 (8 STOC)
WD= 10.00 (8t3TOC)
WD = 8.60 (tt BGS)
DTSP = 2.70 (tt BGS)
rc = 0.08 (N
n = 0.60 '.
rw= 0.13 (11)
rc ( .tod) = 0.11 (4)
Los 4.90 (A)
Lw= 6.61 (it)
Lenw = 39.20
H = 50.00 (ft)
HYDRAULIC CONDUCTIVITY (K) CALCULATION SPREADSHEET
RIEGE. RIDGE LANDFILL; WHrTEVLLF, NC
TITAN PROJECT NO. 20.8382-01
CALCULATION OF K
Field Test W. visor VorgiN
Data Entry 6y. Vino
Data Entry Dab. Vd99
TEST DATA
K = gfe2ln(Rehw)Y2Lep(1Ayr6oryt)
kgyo)' 0.25 tom plot
ln(yt)= .3 wn plot
t= 50(mtrwlea) ram plot
yo = 1.28 (8) ram plot
yt = 0.05 (8) torn plot
In(Rohw) = 2.44
K = 2.8E-01 (Nday)
K- 9.6E-0S oNaee
Calculation of IMRenw)
Mom Lw < H:
In(ReAW) =1(1.1/(In(Lw/rw))) • (A • Bxln((H4 wYrw)AQehw))"-i : 2.44
Where Lw = H:
6n(RMw) _ ((1.1 ln(Lwhw))) • C(Lwt w))r-i - 2.96
Calol-k, of CoMlaents
Value ranoo for LNmw from Table of Coefficients
Leew I _ A
- - - ! B C
r 30
50 _
r 2.
0.35
2.10
50 3.00 0.50 2.70
Int dated waluea of A. B and C Icr Le/rw
39.20 2.73 0.42 2.36
NOTES:
STOC = Below Top of Casing
BGS = BNow Ground Surface
SWL = Static Water Level
WD = Wed Depth
DTSP s Depth to Top of Sand Pack
rc = PVC Radius
rw = Borehole Radius
Le = Screen Length
Lw a Bottom o(We8 Screen to SWL
El. time
min WL
8 STOC IF
tt In y
0400 6.72 3.33 1.20
0.50 6.61 3422 1.17
1.00 6.46 3.07 1.12
2.00 6.21 2.62 1.04
3.00 5.94 2.55 0.94
4.00 5.66 2.27 0.82
5.00 5.43 2.04 0.71
6.00 5.19 1.80 0.59
7.00 4.98 1.59 0.46
6.00 4.83 1.44 0.36
9.00 4.65 1.26 0.23
10.00 4.52 1.13 0.12
33.00 3.53 0.14 -1.97
48.00 3.45 0.06 -2.81

Coofident Table
Lodlw A LMIw a L"w C
4 1.75 4 0.25 4 0.75
S 1.76 S 0.25 5 0.85
6 1.77 6 0.25 6 0.90
7 1.80 7 0.25 7 1.00
6 1.83 8 0.25 8 1.10
9 1.90 9 0.25 9 1.20
10 1.95 10 0.25 10 1.30
is 2.10 is 0.27 is 1.50
20 2.23 20 0.29 20 1.75
25 2.40 25 0631 25 1.90
30 2.50 30 0.35 30 2.10
40 2.75 40 0.45 40 2.45
so 3.00 50 0.50 so 2.70
60 3.45 60 0.52 60 3.00
70 3.70 70 0.60 70 3.40
80 3.90 80 0.65 80 3.60
90 4.20 90 0.70 90 3.85
100 4.50 100 0.75 100 4.20
150 5.45 150 0.98 1S0 5.70
200 6.10 200 1.20 200 7.00
250 6.70 250 1.30 250 8.00
300 7.10 300 1.50 300 8.80
400 7.75 400 1.90 400 9.90
500 8.20 500 2.20 500 10.60
600 8.50 600 2.33 600 11.10
700 8.70 700 2.50 700 11.50
800 8.90 800 2.70 800 11.80
900 9.00 900 2.75 900 12.00
1000 9.20 1000 2.83 1000 12.40
1500 930 1500 3.18 1500 12.90
Slug Test Data
2.00

1.00 •
•
•
0.00
C
_
aw -1.00
e
-2.00
•
-3.00

-4.00
0.00 10.00
20.00 30.00 40.00 50.00 60.00
Eh"od Tina (min)

TITAN ATLANTIC GROUP, INC.
MW-A-60
SLUG TEST RESULTS
PROJECT NAME: Riegel Ridge Landfill PROJECT NO.: 20.8382-01
MON. WELL NO.: MW-A-60 METHOD USED: Rising Head
TITAN PERSONNEL: Erik Norgiel TITAN PERSONNEL: James Vinson
DEPTH OF WELL (FT): 10.0 STICK UP (FT)
(FROM T.O.C.) (FROM G.S.) 0.90
DATE OF TEST: 3/19/99 WATER DEPTH (FT)
BEFORE TEST (T.O.C) 3.05
BEGIN TIME: . 11:58:00 WATER LEVEL at t=O
(FT), Ho 8.43
END TIME: 13:28:00
DEPTH TO TOP OF
FILTER SAND (FT): 3.2 PVC RADIUS (IN): 1
BOREHOLE RADIUS (IN): 3 SCREEN LENGTH (FT): 4.8
DEPTH TO BOTTOM OF SCREEN FROM GROUND SURFACE (FT): 9.0
HEAD.
CLOCK WATER INITIAL ELAPSED
READING
NO. TIME
(HR:MIN:SEC) LEVEL
BELOW HEAD
CHANGE HEAD
CHANGE TIME
(min)
Ho/Hi
T.O.C. Hi=H - Ho Ho=H-h
(ft) (ft) (ft)
h
1 11:58:00 8:43 5.38 5.38 0 1.00
2 11:58:30 8.40. 5.35 0.50 0.99
3 11:59:00 8,38 5.33 1.00 0.99
4 12:00:00 8.34 5.29 2.00 0.98
5 12:01:00 8.31 5.26 3.00 0.98
6 12:02:00 8.28 5.23 4.00 0.97
7 12:03:00 8.25 5.20 5.00 0.97
8 12:04:00 8.22 5.17 6.00 0.96
9 12:0500 8.19 5.14 7.00 0.96
10 12:06.00 8.17 5.12 8.00 0.95
11 12:07:00 8.15 5.10 9.00 0.95
12 12:08:00 8.12 5.07 10.00 0.94
13 12:16:00 7.89 4.84 18.00 0.90
14 12:26:00 7.68 4.63 28.00 0.86
15 12:36:00 7.50 4.45 38.00 0.83
16 12:46:00 7.32. 4.27 48.00 0.79
17 12:56:00 7.15 4.10 58.00 0.76
18 13:10.00 6.70 3.65 72.00 0.68
19 13:17:00 6.45 3.40 79.00 0.63
20 13:28:00 6.01 2.96. 90.00 0.55

1

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1
Wall: MW-A 6W
Tat Dab: 3%9199
Test Type. Slog Out
WELL DATA
SWL• 3.05 (fI STOC)
WD • 10.00 (A STOC)
WD = 9.00 (A SM)
DTSP • 3.20 (Q SGS)
re = 0.06 (n)
IN = 0.60
rw • 0.25 (n)
re (agheted) = 0.20 (8)
Lo- 4.60 (It)
Lw• 6.95 (n)
Lokw= 19.20
H = 50.00 (n)
HVDRAl1LIC CONDUCTIVITY (K) CALCULATION SPREADSHEET
RIEGEL RIDGE LANDFILL: NMITEVILLE. NC
TITAN PROJECT NO. 20-0382-01
CALaA ATKIN OF 'K
Field Test Etr. Vinsormorgial
Data Entry Or. Vinton
Data Enty.Date: 41M
TEST DATA
8.tme
min WL
a STOC y
(it) Iny
0.00 8.43 5.36 1.66
0.50 8.40 5.35 1.68
1.00 8.36 5.33 1.67
2.00 8.34 5.29 1.67
3.00 8.31 5.26 1.66
4.00 8.28 5.23 1.65
5.00 8.25 5.20 1.65
6.00 8.22 5.17 1.64
7.00 6.19 5.14 1.64
6.00 6.17 5.12 1.63
9.00 6.15 5.10 1.63
10.00 6.12 5.07 1.62
16.00 7.89 4.84 1.58
26.00 7.68 4.63 1.53
36000 7.50 4.45 1.49 '
48.00 7.32 4.27 1.45
Sa.00 7.15 4.10 1.41
72.00 6.70 3.65 1.29
79.00 6.45 3.40 1.22
90.00 6.01 2.96 1.09

K = ((R"2 In(Rakw)Y2L0Y(tA)In(yo/yl)
In(yo). 1.4 tom plot
INN * 1.22 tom plot
t. 19 (mnuta) tom plot
yo = 4.05 (n) from plot
yt. 3.36 (a)tom plot
ln(RMw)• 1.90
K. 1.1E-01 (ft/day)
K- 3.8E45 crNSec
Calculation of ln(Reftw)
Where Lw<H:
ln(Rakw) • ((1.1/(h(Lwhw))) • (A' B)dn((HLwyrwW*ftw)P-1 = 1.90
Where Lw = H:
In(RoAw) . ((1. V(b(Lwtrw))) • (C/(Lakw)) / : 2.40
Calculation of Cooffidents
Vats range for Lakw from Table of Coefficients
Lehw A B C
15 2.10 0.27 1.50
s0 3.00 0.50 2.10
Int oaad values of A B and C for Lakes
19.20 2.21 0.30 1.61
NOTES
BTOC = Below Top of Casing
BGS. Below Ground Surface
SWL = Static Water I"
WD = Well Depth
OTSP = Depth to Top of Sand Pads
rc = PVC Radus
rw = Borehole Radius
Le = Screen Length
Lw = Bottom of Wet Screen to SAL
Codlldent Tatra
L#1nw A Laktw S LUnw C
4 1.75 4 0.25 4 0.75
5 116 5 0.25 5 0.85
6 1.77 6 0.25 6 0.90
7 1.80 7 0.25 7 1.00
a 1.63 a 0.25 a 1.10
9 1.90 9 0.25 9 1.20
10 1.95 10 0.25 10 1.30
15 2.10 15 0.27 15 1.50
20 2423 20 0.29 20 1.75
25 2.40 25 0.31 25 1.90
30 2.50 30 0.35 30 2.10
40 2.75 40 0.45 40 2.45
s0 3.00 s0 0.50 so 2.70
60 3.45 W 0.52 60 3.00
70 3.70 70 0.60 70 3.40
80 3.90 80 0.65 80 3.60
90 420 90 0.70 90 3.85
100 4.50 100 0.75 100 4.20
150 5.45 /S0 0.98 150 5.70
200 6.10 200 1.20 200 7.00
250 6.70 250 1.30 250 8.00
300 7.10 300 1.50 300 8.80
400 7.75 400 1.90 400 9.90
500 8.20 Soo 2.20 500 10.60
600 8.50 600 2.33 600 11.10
700 6.70 700 2.50 700 11.50
800 8.90 800 2.70 600 11.80
900 9.00 900 2.75 900 12.00
1000 9.20 1000 2.83 1000 12.40
1500 9.50 1500 3.18 1500 12.90
Slug Test Data
2.00-

saas
C - ?
>,
c s

s

1.00.
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00
Elapsed Time (min)
I

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G

APPENDIX F -LABORATORY TEST RESULTS
& PROCEDURES
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PARTICLE SIZE DISTRIBUTION TEST REPORT
. N ..I ..C..Cr
C C C C On .ew?
100
90
80
70
Z 60
LL.
F- 50
a
w
t3
°? 40
0-
30
20
10
21

C4
- .-- -? 1w 9L'4 CD
1w -I CD C
C4 I D CD
r 10
:w CD
C4
ft

30 10 0 10. 0 1.0 0. 1 0.0 1 0.001
GRAIN SIZE - mm
10
est % +3' % GRAVEL V. SAND % SILT % CLAY USCS LL PI
1 0.0 0.0 90.1 3.5 6.4 SW-SM 23 NP

3I EVE PERCENT FINER
nr
es
size O

GRAIN SIZE
B60
Did 1.07
.0826
COEFFICIENTS
Cc
C.. 2.33
12.91
1
SI%VE PERCENT F INER
UM 0
10 80.8
20 51.8
40 28.3
60 19.1
100 12.4
200 9.9
Sample information:
OA-49 SS-8
Depth:'28.5-30.0
Natural Moisture: 27.1'%.
Remarks:
Project No.: 20-8382-01
TITAN ATLANTIC Project: Riegel Ridge Landfill
GROUP, INC. Date: 3-31-99 Fig. No.: 3

PARTICLE SIZE DISTRIBUTION TEST REPORT
C!
?
(y
c c c? .
c ? m
-+ -' -+ ; N O
•- CD CD w C
? N
100
90
80
70
60
u_
i- 50
a
W
U
W 40
CL
30
20
10
0
2
NO M N r+ . r M r+ M yt W W W

30 10 0 10. 0 1. 0 0. 1 0.0 1 0.00
GRAIN SIZE - mm ?1
% SAND % SILT /.. CLAY USCS LL PT
49.7 37.0 13.3 ML 13 NP
?st % +3"' % GRA4
3 0.0 0.0
S I ?VE PERCENT F INER
inc es
size
4

GRAIN SIZE
D60
Did .0995
.0029
COEFFICIENTS
Cc
cu 5.29
5 29 LJ
SIEVE PERCENT F INER
um er
size
4
10 100.0
20 96.5
40 95.2
60 93.1
100 74.3
200 50.3
Sample information:
OA-5p SS-3
Depth: 6.0-7.5
Natural Moisture: 23.2X
Remarks:
Project No.: 20-8382-01
TITAN ATLANTIC Project: Riegel Ridge Landfill
GROUP, INC. Date: 3-31-99 Fig. No.: 1
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100
90
80
70
w
H 60
t1
z 50
w
U
w 40
d
30
20
10
0
GRAIN SIZE DISTRIBUTION TEST REPORT
a C c O O
tp h N ? - h ? M \ i ? ? •r it i?
ll::1111:: la":
1
200 100 10.0 1.0 0.1 0.01 0.0011
GRAIN SIZE - mm
1•
Test % +3" % GRAVEL' % SAND % SILT % CLAY
12 0.0 0.0 36.3 32.7 31.0

LL PI D85 D60 D50 D30
28 13 0.153 0.0184 0.0044
D15 I D10 I Cc I Cu
MATERIAL DESCRIPTION USCS AASHTO
• GRAY C6A*S* S16TY FINE SANDI( !514-7-1 e-Z-,*Y CL A-6
7'15 3-z1-9?
Project No.: 20-8382-01 Remarks:
Project: RIEGEL RIDGE LANDFILL; COLUMBUS COUNTY NATURAL SOIL MOISTURE
• Location: BORING A-34; UD-1 FROM 3 TO 5 FEET
CONTENT: 18.8 PERCENT
Dote: MARCH 8, 1999
GRAIN SIZE DISTRIBUTION TEST REPORT
TITAN ATLANTIC GROUP, INC. Fig. No.: 38-1

PERMEABILITY TEST REPORT
TEST DATA: SAMPLE DATA:
Specimen Height (cm): 10.07 Sample Identification: BORING A-34 UD-1
Specimen Diameter (cm): 7.29 UNDISTURBED SAMPLE FROM 3 TO 5 FEET
"
Dry Unit Weight. (pcf): 103.3 63111Y FINE
Visual Description: GRAY C'""E:
Moisture Before Test (%): 18.8 SANDY swrv GGAY (GL) 7.1, 3-2/-9y
Moisture After Test (%): 24.4 Remarks: ASTM D-5084
Run Number: 1 • 2
Cell Pressure (psi): •66:0 Maximum Dry Density (pcf):
Test Pressure(psi): 63.0 Optimum Moisture Content (%):
Back Pressure(psi): 60.0
Diff. Head (psi): 3.0 Percent Compaction:
Flow Rate (cc/sec):6.33 x 10--4 Permeameter type: Flexible Wall
Perm. (cm/sec): 6.51 x 10--7 Sample type: UNDISTURBED
1-1
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H
H
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W
W
a
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0
2
4
6
8
10
1 x 10--6
8 x 10^-7
6 x 10--7
4 x 10^-7
2 x 10--7
1 x 10"-7
TIME - t (sec)
5000 10000 15000 20000
0 10 20 ' 30 40
AVERAGE HYDRAULIC GRADIENT - dH/L (cm/cm)
Project: REIGEL RIDGE LANDFILL Project No.: 20-8382-01
Locat.ion: COLUMBUS COUNTY, NORTH CAROLINA File No.:
Date: 3-7-99 Lab No.:
PERMEABILITY TEST REPORT
TITAN ATLANTIC GROUP, INC.
Tested by: MTS
Checked by: CFB
Test: CH - Constant head

t.
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PARTICLE SIZE DISTRIBUTION TEST REPORT
100
90
Be
70
CC b0
?- 50
z
w
w 40
30
20
10
0 t 111
200 inn
est % +3u X GRAVEL % SAND X SILT X CLAY USCS LL PI
1 0.0 0.0 65.0 15.6 14.4 SM 28 1

0
LS I E;VE PERCENT F
f` nC es 4
size
GRAIN SIZE
Db0 0.388
D10 .0019
COEFFICIENTS
Cc 0.35
C.. 209.2
SIF
VE PERCENT F INER
?
um er
size
4
10 99.0
20 79.9
40 62.3
60 49.5
100 40.2
200 35.0
TITAN ATLANTIC
GROUP, INC.
Sample information:
OA-34, SS-6
Depth: 18.5-20.0
Natural Moisture: 20.
Remarks:
Project No.: 20-8382-01
Project: Riegel Ridge Landfill
Date: 3-31-99 Fig. No.: 2
10.0 1.0 0.1 0.01 0.001
GRAIN SIZE - mm
PARTICLE SIZE DISTRIBUTION TEST REPORT
100
90
80
70
i 60
U-
510
a
W
V
w 40
0-
30
20
10
0
2
.ti .CiC..?-a 'C+ d N 00 m N CD
4 M1 N ?+ -4 10 dV*
f :0 N
W

x J . 11

210 100 10.0 1. 0 0.1 0.01 0.00
GRAIN SIZE - mm
est X +3' X GRAVEL V. SAND 7.. S I LT X. CLAY USCS LL PI
1 0.0 0.0 66.5 13.8 19.7 SC 33 14

0
$IVE
% PERCENT FI NER
nc
es
size
0

GR AIN SIZE
Db0
B30
D10 0.192
COE FFICIENTS
Cc
Cu

SIE
VE PERCENT FI NER
6
um er
size
0
10 100.0
20 93.5
40 80.0
60 70.3
100 49.7
200 33.5

Sample information:
OA-34s, SS-11 43.5-45.0
Depth: 7-M5
Natural Moisture: 23.OX
?o-lS-1l
Remarks:
Project . No.: 20-8382-01
TITAN ATLANTIC Project: Riegel Ridge Landfill
GROUP, INC. Date: 3-31-99 Fig. No.: 5

1

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PLASTICITY INDEX OF SOILS
REFERENCES: ASTM D-4318-84, "Standard Test Method for- Liquid Limit Plastic Limit, and
Plasticity Index of Soils".
Soil Testing for Engineers by T.W. Lambe, John Wiley and Sons, Inc., New York,
1962, Chapter 3, "Atterberg Limits and Indices", pages 22-28.
to determined the soil
PURPOSE: Atterberg Limits or Plasticity tests are performed
classification and plasticity properties of a soil specimen. These properties can
be correlated with other soil properties such as strength, compressibility, shrink-
swell potential, and permeability.
EQUIPMENT: The equipment includes a liquid limit device, grooving tools, spatula, balances,
evaporating dish, ovens, and other apparatus as described by the references.
PROCEDURE: The liquid limit of a soil is the water content, expressed as a percentage of the
weight of the oven dry soil, at the boundary between the liquid and plastic states.
The plastic limit is the water content expressed as a percentage of the weight of
the oven dry soil, at the boundary between the plastic and semi-solid states. The
difference between these two values is the Plasticity Index (PI).
The liquid limit is determined by obtaining the water content at which the soil will '
flow under a specified dynamic force. The soil is wetted, placed in a special
liquid limit device and grooved into two halves. The device is then dropped a
specified distance 25 times. The liquid limit is defined as the water content at
which the two halves will flow together over a specified distance.
The plastic limit is determined by obtaining the water content at which the soil
can be rolled into thin threads by hand, on a ground-glass or non absorbent
paper. The plastic limit is defined as the moisture content at which the soil
cannot be rolled into threads smaller than 1 /8 inch in diameter.
REPORT: The Atterberg Limits, including the sample number, liquid limit, plastic limit, and
plasticity index are given on either the attached GRAIN SIZE DISTRIBUTION
TEST REPORTS OR SOIL DATA SUMMARY TABLE.

1
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1
MOISTURE CONTENT DETERMINATION
McEFERENCES: ASTM D-2216-90, "Standard Test.Method for Laboratory Determination of Water
(Moisture) Content of Soil and Rock".
ASTM D-4643-87, "Standard Test Method for Determination of Water (Moisture)
Content of Soil by the Microwave Oven Method."
PURPOSE: The moisture content test is performed to determine the phase relationships of
' air, water, and solids in a given volume of material. The consistency of a fine-
grained cohesive soil depends on its moisture content relative to its liquid and
plastic limits.
EQUIPMENT: The equipment used includes drying ovens, balances, specimen containers, and
miscellaneous items noted in the various references.
1 PROCEDURE: Field samples are placed in sealable glass jars or plastic bags. In the laboratory,
the wet and dry weights of a sample are determined before and after drying. The
test specimen is dried in an oven to a constant weight. The standard oven is set
at 110+50C. Microwave oven temperatures may be higher. The loss of weight
due to drying is considered to be water (moisture). The moisture content is
I calculated.as the weight of water divided by the weight of dry soil or rock.
°EPORT: The test result is reported as a percentage and is given on the attached GRAIN
SIZE DISTRIBUTION TEST REPORTS or SOIL DATA SUMMARY TABLE.
1

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PARTICLE SIZE ANALYSIS OF SOILS
REFERENCES: ASTM D-421-85, "Standard Practice for Dry Preparation of Soil Samples for
Particle-Size Analysis and Determination of Soil Constants".
ASTM D-2217-85, "Standard practice for Wet Preparation of Soil Samples for
Particle Size Analysis and Determination of Soil Constants".
ASTM D-422-63, "Standard Test Method for Particle Size Analysis of Soils".
ASTM D-2487-90, "Standard Test Method for Classification of Soils for ,
Engineering Purposes".
ASTM D-1140-54, "Standard Test Method for Amount of Material in Soils Finer '
than the No. 200 (751im) Sieve."
PURPOSE: The grain distribution test or No. 200 sieve test is performed to determine the
classification of a soil sample. The grain size data are often used to estimate
other soil properties such as permeability, compressibility and strength.
EQUIPMENT: The equipment used includes sieves, balances, hydrometers, mixers,
thermometers and assorted laboratory equipment and agents as noted in the
various references.
PROCEDURE: The test samples can be prepared using either the dry method or wet method as
?
described in the various references. After preparation, the test can be divided j
into two parts: the determination of the size and distribution of the coarse
fraction and the determination of the size and distribution of the fines. The
division between the two tests is the No. 200 sieve. The coarse fraction is tested
using the sieve method whereas the fines are tested using the hydrometer
method. If both tests are performed, the test is referred to as a combined
analysis.
In the sieve analysis of the coarse fraction, the soil is passed through a series of
sieves, and the weight retained on each sieve is determined. The distribution of
weights is then computed and the percent passing is plotted versus grain size in
millimeters.
In the hydrometer method, the particle size is determined by Stoke's equation.
The soil is mixed in a heavy slurry and the rate of sedimentation is measured
with a hydrometer. This data can then be reduced to a distribution of particle
size and percent fines as in the sieve analysis.
REPORT: The data reported on the attached GRAIN SIZE DISTRIBUTION TEST
REPORTS or SOIL DATA SUMMARY TABLE.

t

PERMEABILITY OF COHESIVE SOILS
REFERENCES: ASTM D-5084-90, "Standard Test Method for Measurement of Hydraulic
Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter."
PURPOSE: The hydraulic conductivity (also referred to as coefficient of permeability) test is
performed to determine the relative rate at which water will flow through a soil
under a unit hydraulic gradient at standard temperature. Cohesive soils (clays
and silts) generally have much lower permeabilities than cohesion less soils
(sands and gravels). Low permeability soils act as barriers to groundwater flow
and surface water infiltration. Recompacted cohesive soils are utilized as barrier
liners, caps, and cores for landfills, lagoons, and dams.
EQUIPMENT: The equipment used includes the hydraulic system back pressure system, flow
measurement system, cell pressure system, permeameter cell, top cap and.
base, flexible membranes, porous end pieces, filter paper, compaction
equipment, extruder, trimming equipment and sample measuring devices.
PROCEDURE: Undisturbed samples are extruded from the Shelby tube and placed in the
permeameter. Remolded samples are first compacted to the specified density
and moisture content, then extruded from the compaction mold and set-up in the
permeameter. The sample, sealed in the membrane, is subjected to an external
cell pressure and an internal back pressure to achieve saturation (B value >_
0.95). The cell pressure minus the back pressure equals the confining pressure
or effective stress. This value should correspond with the anticipated field
effective stress. (Testing for landfill and lagoon liners and caps is normally
performed using an effective stress of 5 psi). Once saturation is achieved, an
initial head is applied a the top of the specimen, causing flow out of the bottom of
the specimen. The initial hydraulic gradient utilized (head difference divided by
sample height) depends on the anticipated permeability order of magnitude. In a
constant head test, the applied head does not change and the flow rate of water
through the specimen is measured. In a falling head test, the head is allowed to
decrease or fall and the flow rate and change in head are measured. The
permeability is expressed in units of length divided by time.
REPORT: The data are reported on the attached LABORATORY PERMEABILITY TEST
REPORTS and/or SOIL DATA SUMMARY TABLE.
t

t
MOISTURE DENSITY RELATIONS OF SOILS
.USING 5.5 RAMMER AND 12 INCH DROP
REFERENCES: ASTM D-698-91, "Test Method for Laboratory Compaction of Soil Using
Standard Effort".
AASHTO T-99-81
PURPOSE: The purpose of this test is to determine the relation between moisture content
and density of soils compacted in a specified mold with a specified dynamic
energy. The test value obtained is used in the field to compare moisture
contents and densities for soils compacted with earth moving equipment. The
method is often referred to as the Standard Proctor Method. Four alternate
procedures are provided as follows:
METHOD A - 4 Inch Mold:
MEHTOD B - 6 Inch Mold:
METHOD C - 4 Inch Mold:
METHOD D - 6 Inch Mold:
Soil Passing No. 4 Sieve
Soil Passing No. 4 Sieve
Soil Passing s/ Inch Sieve
Soil Passing $/ Inch Sieve
If no method is specified, the test is performed according to Method A.
EQUIPMENT: Molds, rammers, balances, scales, ovens straight edge, sieves, mixing tools,
containers and apparatus as specified by the references.
PROCEDURE: A portion of the total sample is mixed with water and placed in the mold in three
separate layers. Each layer is compacted either 25 times (Methods A and C) or
56 times (Methods B and D) with the 5.5 pound rammer falling 12 inches. After
compaction, the wet unit weight is determined and a sample dried for moisture
content determination. Next, the unit dry weight is determined. The procedure is
continued for other portions of the total sample until the wet unit weight of a
compacted specimen fails to increase. The moisture samples are dried and the
dry unit weights of each compacted specimen determined.
REPORT: The results for each compacted specimen are plotted as moisture content versus
dry unit weight on the attached STANDARD PROCTOR REPORT. A best-fit
curve is plotted through the points and the maximum dry density and optimum
moisture content are selected as the peak of the curve.

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APPENDIX G - PRELIMINARY SITE
EVALUATION REPORT DATED 8/18/98
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TITAN
Engineering, Surveying, Co wWction & Consulting
August 18, 1998
Mr. William W. Dreitzler, P.E.
Marlowe, Dreitzler & Associates
219 N. Boylan Ave.
Raleigh, NC 27603
Subject: Preliminary Geotechnical Results
Proposed MSW Landfill
Columbus County, North Carolina
Titan Project No. 20-8382

FILE 1

Dear Mr. Dreitzler: I
This brief letter report pro\ides preliminary subsurface data for the above-referenced project. We
met with you on August 13'" at the project site which is under consideration for use as a municipal
solid waste (MI SW) landfill. The site is at the approximate location shown on Drawing No. 1.
We advanced 20 hand auger borings on August 13`h and 14th across the proposed site within the
proposed waste disposal area. The primary purpose of the hand auger borings was to compare
the subsurface conditions with those indicated by the Soil Survey Report for Columbus County.
Another major purpose was to determine the depth to groundwater below the existing ground
surface. The North Carolina Solid Waste Regulations require a 4-foot separation between the
post-settlement bottom elevation of the base liner system and the seasonal high groundwater
table.
The hand auger borings were advanced at the approximate locations shown on Drawing No. 2.
The results of the hand auger borings are summarized in the attached table. In general, the hand
auger borings encountered a surface layer of topsoil with rootmat 3 to 18 inches thick. The
topsoil and rootmat are underlain by interbedded clays, silts, and sands. The clays and silts are
generally firm to stiff and the sands are generally medium dense to dense. Groundwater was
encountered at depths of 1.3 to over 7.0 feet below the existing ground surrface in the hand auger
borings.
The groundwater depths measured in the hand auger borings are depicted on Drawing No. 3. The
groundwater is generally deeper near the western and eastern ends of the proposed waste disposal
area. The general soil types encountered in the hand auger borings are shown on Drawing No. 4.
In. general, more clayey soils were encountered in the western and south-central portions of the
waste disposal area. The sandy clays (CL, CIS and possibly clayey sands (SC) encountered in
these areas may potentially meet the recompacted permeability requirements for a clay liner.
As part of our scope of services, we also reviewed the Soil Survey Report for Columbus County
published by the Soil Conservation Service dated July 1990. The depths to the high water table
2725 E. MILLBROOK RD., SUITE 121 * RALEIGH, NORTH CAROLINA 27604 • [phone] 9 FAX [phone]
Marlowe, Dreitzler and Associates
8/18/98
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Potential MSW Landfill - Columbus County
Titan Project No. 20-8382
given in this report are shown on Drawing No. 5. In general, these water table depths are not as
deep as the groundwater levels encountered in the hand auger borings. This may be because the
depths given in the Soil Survey Report are estimated seasonal high groundwater levels, which
typically occur between November and April. The hand auger borings were advanced in August,
when groundwater levels .are typically lower than the seasonal high groundwater tab'e.
Fluctuations of groundwater levels on the order of 1 to 3 feet are common in the Coastal Plain.
The general soil types given in the Soil Survey Report are shown on Drawing No. 6. In general,
the Goldsboro, Lynchburg, Grifton, and Norfolk soils are sandy clays and clayey sands. The
Dorovan soil series is primarily muck (i.e., soft organics). The other soil types are generally silty
sands and sands. The Soil Survey Reports indicates that the sandy clays/clayey sands are
generally located in the western half of the site, and the sandy soils are generally located on the
eastern half of the site. The soft organic soils are located near the creek along the southeastern
site boundary.
Please contact us if you have any questions or comments regarding this letter. We are available to
discuss our recommendations with you and to provide additional services as necessary. We have
enjoyed assisting you and look forward to serving as your consultant on the remainder of this
project as well as future projects.
Very truly yours,
TITAN ATLANTIC GROUP, INC

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Thomas M. Schipporeit, P.E
Principal Geotechnical Engineer
Registered, North Carolina 19331
Matthew S. Fogleman, E.I.T.
Staff Engineer
TMS:MSF
\\T011\C:\My Doc:ments\Titan\20\projects.98\20-8382\Cover Letter - Prelim Geotech.doc
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DATE: 8/17/97
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DRAWING NO. 2

HAND AUGER RESULTS
POTENTIAL MSW LANDFILL SITE
COLUMBUS COUNTY, NC
TITAN PROJECT NO. 20-8283
HAND AUGER
BORING NO. TOP DEPTH
(Inches) BOTTOM DEPTH
(Inches)
DESCRIPTION
0 7 TOPSOIL: Moist dark brown fine sand sift ML with roots
HA -1 7 22 Moist brown clayey SILT ML
22 36 Moist to wet gray and brown silty CLAY CL
36 44 Wet gray-brown and dark gray silty CLAY CL
44 54 Wet light gray and yellow-brown fine sand CLAY CH
54 61 Wet light gray clayey fine SAND SC
61 85 Wet light gray fine to medium SAND SP
Groundwater not encountered at time of boring.
Cave-in at 79 inches (6.6 feet)
0 8 TOPSOIL: Moist dark brown to black sand sift ML with roots
HA-2 8 26 Moist brown fine sand clayey SILT ML
26 36 Moist to wet brown and gray silty CLAY CL
36 45 Wet mottled gray, brown, & dark gray fine sand CLAY CH
45 58 Saturated light gray and light brown clayey fine SAND SC
58 70 Saturated light gray and tan fine SAND SP
Groundwater at 38 inches (3.2 feet) at time of boring.
0 12 TOPSOIL: Moist gray fine sand silt ML with roots
HA - 3 12 36 Moist gray and brown silt CLAY CL with roots
36 48 D to moist gray and light brown fine sand clayey SILT MH .
48 57 Moist gray and tan silt CLAY CL
57 66 Moist orange and gray sand sifty CLAY CL
66 84 Moist to wet light gray and orange fine sand CLAY CH with white sand lenses
Groundwater not encountered at time of boring.
0 15 TOPSOIL: Moist black silt ML
HA-4 . 15 25 dark gray silty CLAY CL
25 60 Moist to wet gray and light brown CLAY CH with trace roots
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60 63 Wet gray sand CLAY CL
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Groundwater at 35 inches 2.9 feet) at time of boring.
0 3 TOPSOIL: Moist gray silty fine sand SM , with roots
HA-5 3 20 Moist brown silty fine SAND SM
20 30 Moist brown and orange-brown clayey fine SAND SC
30 48 Moist orange-brown and red-brown fine sand clayey SILT ML
48 62 Moist of wet oran e-brown and light-gray clayey SILT MH
62 72 Wet light-gray fine sandy CLAY (CH), with lenses of orange-brown
silty sand.
72 76 Wet light gray fine to medium SAND SP
Groundwater at 45 inches (3.8 feet) at time of boring.
0 5 TOPSOIL: Wet dark-gray fine sand silt (ML), with roots
HA-6 5 27 Moist gray silty fine SAND SM
27 33 Moist gray fine sand SILT ML
33 45 D to moist light-gray silty fine SAND SM
45 48 Saturated gray fine sand CLAY CH
Bonin terminated on hard clay a t 48 inches.
Groundwater at 45 inches (3.8 feet) at time of boring.
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HAND AUGER RESULTS
POTENTIAL MSW LANDFILL SITE
COLUMBUS COUNTY, NC
TITAN PROJECT NO. 20-8283
0 5 TOPSOIL: Moist dark-gray silty sand SM , with roots
HA-7 5 14 Moist brown sifty fine SAND SM
14 28 Moist light-brown fine sand SILT ML
28 43 Moist light-brown, orange-brown, and gray fine sand silty CLAY CL
43 52 Moist light-brown, orange-brown, and gray fine sand SILT ML
52 64 Moist orange-brown and gray sifty fine SAND ISM)
64 84 Moist to wet light-gray and yellow-brown fine to medium SAND SP
Groundwater at 72 inches (6.0 feet) at time of boring.
0 3 TOPSOIL: Moist gray silt ML with roots
HA-8 3 '15 Moist gray clayey SILT ML
15 24 Wet dark-gray clayey SILT ML
24 36 Saturated gray and brown fine sand silty CLAY CL
36 46 Saturated gray and brown fine sand CLAY CH
46 60 Saturated gray and brown fine sand silty CLAY CL
.60 67 Saturated gray silty fine to medium SAND ISM)
Groundwater at 24 inches (2.0 feet) at time of boring.
0 7 TOPSOIL: Wet black fine sand silt (ML), with roots
HA-9 7 20 Moist to wet light-brown and gray silty fine SAND SM
20 29 Wet gray and brown silty fine SAND SM
29 50 Saturated gray clayey fine SAND SC
Groundwater at 30 inches (2.5 feet) at time of boring.
0 3 TOPSOIL: Dark- ra sand silt ML with roots
HA-10 3 11 Moist dark-gray silty fine SAND SM
11 36 Wet dark-gray silty fine SAND SM
36 61 Saturated dark-gray clayey fine SAND SC
61 66 Moist of wet brown sifty SAND SM
Groundwater at 29 inches (2.4 feet) at time of boring.
0 6 TOPSOIL: Moist black sand silt (ML), with roots
HA-11 6 13 Moist gray fine sand SILT ML
13 40 Moist to wet gray and orange-brown fine sand silty CLAY CL
40 60 Saturated light-gray and gray sifty fine to medium SAND SM , with roots
60 62 Saturated white fine to medium SAND SP
Groundwater at 23-inches (1.9 feet) at time of boring.
0 4 TOPSOIL: Dark-gray silty sand SM with roots
HA-12 4 20 Moist gray and tan silty fine SAND ISM)
20 27 Moist gray and tan clayey fine SAND SC
27 50 Wei gray and brown fine sand CLAY CH
50 57 Saturated light-gray fine to medium SAND SP
Groundwater at 27 inches (2.3 feet) at time of boring.
0 6 TOPSOIL: Moist dark-brown sifty fine sand SM , with roots
HA-13 6 27 Moist light-brown sifty fine SAND SM
27 41 Moist light-brown silty fine SAND SM
41 54 Moist light-brown, gray, and red clayey fine to medium SAND SC
54 56 Saturated gray fine sand silty CLAY CL
56 76 Saturated light-brown and gray clayey fine to medium SAND SC
76 83 Saturated light-brown and gray fine to medium SAND SP
Groundwater at 60 inches (5.0feet) at time of boring.

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HAND AUGER RESULTS
POTENTIAL MSW LANDFILL SITE
COLUMBUS COUNTY, NC
TITAN PROJECT NO. 20-8283
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0 18 TOPSOIL: Wet black clayey fine sand (SC), with organics
HA-14 18 38 Very loose saturated dark-gray to black clayey fine to medium SAND (SC).
Boring caved at 38 inches
Groundwater at 15 inches (1.3 feet) at time of boring.
0 8 TOPSOIL: Moist black organic sift OL , with organic fibers and roots
HA-15 8 22 Moist gray fine SAND SP
22 37 Moist gray silty fine SAND SM
37 50 Moist light-gray silty fine SAND SM
50 70 Saturated light-gray silty fine SAND SM
70 78 Saturated light-gray to white fine SAND SP
Groundwater at 33 inches (2.8 feet) at time of boring.
0 18 TOPSOIL: Moist dark-gray to black fine sand silt (ML), with roots
HA-16 18 24 Moist dark-gray clayey SILT ML
24 35 Wet dark-gray clayey SILT ML
35 44 Saturated dark ra fine sand silty CLAY CL
44 60 Saturated gray fine to medium sand CLAY CH
60 62 Saturated gray sand silty CLAY CL
Groundwater at 35 inches (2.9 feet) at time of boring.
0 4 TOPSOIL: Moist gray silty fine sand SM with roots
HA-17 4 6 Moist gray silty fine SAND SM
6 29 Moist light-brown silty fine SAND SM
29 42 Wet light-brown clayey fine SAND SC
6 49 Saturated gray and brown fine sand SILT ML
49 55 Saturated gray and brown fine sand silty CLAY CL
55 66 Saturated gray fine sand clayey SILT ML
66 76 Saturated gray silty fine SAND SM
Groundwater at 40 inches (3.3 feet) at time of boring.
0 7 TOPSOIL Moist gray silty fine sand SM with roots
HA-18 7 26 Moist brown silty fine SAND SM
26 38 Moist brown silty fine SAND SM
38 46 Moist brown clayey fine to medium SAND SC
26 .68 Wet brown and gray fine sand CLAY CL
68 82 Moist brown and gray silty fine SAND SM - Very dense
Borehole dry at time of boring. G roundwater not encountered.
0 8 TOPSOIL Moist dark-brown fine sand sift ML with organics and roots
HA-19 8 30 Moist brown silty fine SANG SM
30 42 Moist to wet brown and gray silty fine SAND SM
42 62 Moist to wet brown and gray clayey fine SAND SC
30 69 Moist to wet light-brown silty fine to medium SAND SM
69 78 Wet of saturated light-brown silty fine to medium SAND SM
Borehole caved in at 78 inches (6 .5 feet) at time of boring.
0 6 TOPSOIL Moist dark-brown fine sand sift ML with roots
HA-20 6 12 Moist brown silty fine SAND SM
12 36 Moist light brown fine sand clayey SILT ML
36 66 Wet brown and gray sand clayey SILT (ML), with sand lenses
Groundwater at 36 inches (3.0 feet) at time of boring.
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Engineering, Construction and Consulting
POTENTIAL MSW LANDFILL PROJECT NO.: 20-8382
DATE: 8117/97
COLUMBUS COUNTY, NORTH CAROLINA DRAWN BY: MSF
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COLUMBUS COUNTY, NORTH CAROLINA DRAWN BY: MSF
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POTENTIAL MSW LANDFILL PROJECT NO.: 20-8382
DATE: 8/17/97
COLUMBUS COUNTY, NORTH CAROLINA DRAWN BY: MSF
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POTENTIAL MSW LANDFILL PROJECT NO.: 20-8382 i
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