4407_Haywood_WhiteOakMSW_Phase4-5DesignHydroReport_DIN26875_20160928

BLE
BUNNELL-LAMMONS ENGINEERING, INC.
GEOTECHNICAL,ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS
DESIGN HYDROGEOLOGIC REPORT
PHASES 4 AND 5
WHITE OAK MSW LANDFILL
HAYWOOD COUNTY,NORTH CAROLINA
FACILITY PERMIT NUMBER 44-07
Prepared For:
SANTEK WASTE SERVICES
650 25th St, NW Suite 100
Cleveland, Tennessee 37311
Prepared By:
BUNNELL-LAMMONS ENGINEERING,INC.
GREENVILLE,SOUTH CAROLINA
ASHEVILLE,NORTH CAROLINA
BLE North Carolina Business License C-1538
BLE Project Number J15-1957-51
September 28, 2016
BUNNELL-LAMMONS ENGINEERING, INC.
GEOTECHNICAL,ENVIRONMENTAL AND CONSTRUCTIONMATERIALSCONSULTANTS
6004PONDERSCOURT PHONE[phone]GREENVILLE,SOUTHCAROLINA 29615 FAX [phone]
September 28, 2016
Santek Waste Services
650 25th St, NW Suite 100
Cleveland, Tennessee 37311
Attention: Mr. Ron E. Vail, P.E.
Subject:Design Hydrogeologic Report – Phases 4 and 5
White Oak MSW Landfill
Facility Permit Number 44-07
Haywood County, North Carolina
BLE North Carolina Business License C-1538
BLE Project Number J15-1957-51
Gentlemen:
Bunnell-Lammons Engineering, Inc. (BLE) has completed the Design Hydrogeologic Study for
Phases 4 and 5 at the White Oak MSW Landfill. This report addresses the relevant site application
requirements as outlined in the North Carolina Rules for Solid Waste Management, 15A NCAC
13B .1623 (b). The attached report describes the work performed and presents the results obtained.
We appreciate the opportunity to serve as your geological and geotechnical consultant on this
project and look forward to continue working with you at the White Oak MSW Landfill. If you
have any questions, please contact us at [phone].
Sincerely,
BUNNELL-LAMMONS ENGINEERING,INC.
Mark S. Preddy, P.G. Tyler W. Moody, P.E.
Senior Geologist Project Geotechnical Engineer
Registered, North Carolina #1043 Registered, North Carolina #42375
cc: Daniel B. Bunnell, P.E. – BLE
Andrew W. Alexander, P.G. – BLE
c:\msp files\haywood co lfs nc\active white oak lf\1957-51 dhr ph 4-5\7 report text\1957-51 white oak dhr ph 5.docx
INC. White Oak MSW Landfill September 28, 2016
Design Hydrogeologic Report, Phases 4 & 5 BLE Project Number J15-1957-51

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TABLE OF CONTENTS

PAGE

LIST OF TABLES ..................................................................................................................... iii

LIST OF FIGURES ................................................................................................................... iii

LIST OF APPENDICES ........................................................................................................... iii

REPORT CROSS-REFERENCE INDEX OF APPLICABLE NORTH CAROLINA
STATE REGULATIONS .......................................................................................................... iv

1.0 PROJECT INFORMATION ....................................................................................... 1

2.0 FIELD INVESTIGATION .......................................................................................... 1

2.1 TEST BORING AND SOIL SAMPLING ..................................................... 2
2.2 GROUNDWATER INVESTIGATION ......................................................... 2
2.3 LABORATORY TESTING ............................................................................ 3
2.4 FRACTURE TRACE ANALYSIS ................................................................. 3
2.5 FIELD RECONNAISSANCE ......................................................................... 3

3.0 RESULTS OF INVESTIGATION .............................................................................. 4

3.1 REGIONAL GEOLOGY ................................................................................ 4
3.2 REGIONAL HYDROGEOLOGY ................................................................. 4
3.3 STUDY AREA PHYSIOGRAPHY AND TOPOGRAPHY ......................... 5
3.4 STUDY AREA SUBSURFACE CONDITIONS ........................................... 5
3.4.1 Geologic Unit Description ...................................................................... 6
3.4.1.1 Fill Soil ....................................................................................... 6
3.4.1.2 Residual Soil .............................................................................. 6
3.4.1.3 Partially Weathered Rock ........................................................ 6
3.4.1.4 Fractured Bedrock .................................................................... 6
3.4.2 Fracture Trace Analysis ........................................................................ 7
3.4.3 Laboratory Testing Results ................................................................... 7
3.5 STUDY AREA HYDROGEOLOGY ............................................................. 8
3.5.1 Piezometers and Monitoring Wells ...................................................... 9
3.5.2 Groundwater Elevations ....................................................................... 9
3.5.2.1 Seasonal High Groundwater Elevations ................................. 9
3.5.2.2 Estimated Long-Term Seasonal High
Groundwater Elevations .......................................................... 10
3.5.3 Groundwater Flow Direction ................................................................ 10
3.5.4 Man-made Influences to Groundwater Levels .................................... 10
3.5.5 Hydraulic Coefficients and Groundwater Flow Velocity ................... 11
3.5.5.1 Hydraulic Conductivity ............................................................ 11
INC. White Oak MSW Landfill September 28, 2016
Design Hydrogeologic Report, Phases 4 & 5 BLE Project Number J15-1957-51

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3.5.5.2 Hydraulic Gradient ................................................................... 11
3.5.5.3 Effective Porosity and Specific Yield ...................................... 12
3.5.5.4 Groundwater Flow Velocity ..................................................... 12
3.6 GEOTECHNICAL CONSIDERATIONS ..................................................... 12
3.6.1 Fault Areas .......................................................................................... 12
3.6.2 Seismic Impact Zones ......................................................................... 13
3.6.3 Unstable Areas .................................................................................... 13
3.6.4 Permeability of Potential On-Site Soils for Liner and
Cover Construction ............................................................................ 13
3.6.5 Excavation ........................................................................................... 14
3.6.6 Engineered Fill .................................................................................... 14

4.0 CONCLUSIONS ........................................................................................................... 15

5.0 ANNOTATED BIBLIOGRAPHY .............................................................................. 16

TABLES

FIGURES

APPENDICES
INC. White Oak MSW Landfill September 28, 2016
Design Hydrogeologic Report, Phases 4 & 5 BLE Project Number J15-1957-51

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LIST OF TABLES

Table 1 – Monitoring Well, Piezometer, and Boring Survey Information
Table 2 – Monitoring Well and Piezometer Construction Details
Table 3 – Groundwater Depth and Elevation Measurements
Table 4 – Summary of In Situ Hydraulic Testing – Slug Test Results
Table 5 – Summary of Laboratory Results – Split-Spoon and Shelby Tube Samples
Table 6 – Summary of Laboratory Results – Remolded Bag Samples
Table 7 – Summary of Groundwater Flow Velocity Calculations – Phases 4 & 5
Table 8 – Summary of Hydrogeologic Characteristics of Geologic Units – Phases 4 & 5

LIST OF FIGURES

Figure 1 – Site Location Map
Figure 2 – Generalized Geologic Map of North Carolina
Figure 3 – Site Topographic Map and Piezometer/Boring Location Plan
Figure 4 – Geologic Profiles: Cross-Section A-A' and Cross-Section B-B'
Figure 5 – Top of Bedrock (Auger Refusal) Elevation Contour Map
Figure 6 – Water Table Elevation Contour Map – October 29, 2015
Figure 7 – Seasonal High Water Table Elevation Contour Map – 2007-2008 and 2015-2016
Figure 8 – Estimation of Long-Term Seasonal High Water Table Elevation Contour Map

LIST OF APPENDICES

Appendix A – Drilling and Sampling Procedures
Appendix B – Soil Test Boring/Rock Coring Records and Well Diagrams
Appendix C – Piezometer Installation Procedures
Appendix D – Precipitation Data & Charts
Appendix E – Slug Test Procedures and Results
Appendix F – Soil Laboratory Test Procedures
Appendix G – Soil Laboratory Test Results

INC. White Oak MSW Landfill September 28, 2016
Design Hydrogeologic Report, Phases 4 & 5 BLE Project Number J15-1957-51

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REPORT CROSS-REFERENCE INDEX OF
APPLICABLE NORTH CAROLINA STATE REGULATIONS

15A NCAC 13B .1623 (b) Design Hydrogeologic Report Requirements

STATE
REGULATIONS
LOCATION IN REPORT
(b) (1) (A) Sections 3.5.2.1, 3.6.3; Table 3; Figures 5, 7; Appendices D
(b) (1) (B) Section 3.5; Tables 3, 4, 5, 7, 8; Figures 4, 6, 7, 8; Appendices B, E,
G
(b) (2) (A) From 15A NCAC 13B .1623(a)
(a) (4) (A) Sections 2.1, 3.4.1; Appendices A, B
(a) (4) (B) Sections 2.3, 3.4.3; Tables 5, 6, 8; Appendices F, G
(a) (4) (C) Sections 3.4.1, 3.4.3; Tables 5, 6, 8; Appendices B, F, G
(a) (4) (D) Sections 3.4; Tables 5, 6, 8; Appendices B
(a) (4) (E) Sections 3.4.3, 3.5.5; Tables 4, 5, 8; Appendices F, G
(a) (5) Sections 2.4, 3.4.2
(a) (6) Figure 4
(a) (7) (A) Table 3
(a) (7) (B) Section 3.5.2.1; Table 3; Appendix D
(a) (7) (C) Section 3.5.2.2; Table 3; Figure 8; Appendix D
(a) (7) (D) Sections 3.2, 3.5.2, 3.5.3, 3.5.4
(a) (8) Section 3.5.5; Table 7; Figures 4, 6; Appendix E
(a) (9) Figures 6, 7, 8
(a) (10) Figure 3
(a) (11) Appendix B
(a) (12) Sections 3.3, 3.4.2
(b) (2) (B) Sections 3.4, 3.5; Tables 3, 4, 7, 8; Figures 4, 5, 6, 7, 8
(b) (2) (C) Sections 3.0; Tables 3, 4, 7, 8; Figures 4, 5, 6, 7, 8
(b) (2) (D) Sections 2.1, 2.4, 3.4.1.4, 3.4.2; Figure 5; Appendix B
(b) (2) (E) Figure 7
(b) (2) (F) Figure 5
(b) (2) (G) Figure 4
(b) (2) (H) Section 3.5; Tables 3, 4, 7, 8; Figures 4, 6, 7, 8
(b) (2) (I) Section 2.2
(b) (3) (A) Included in a separate document prepared by BLE
(b) (3) (B) Included in a separate document prepared by BLE
(b) (3) (C) Included in a separate document prepared by BLE

INC. White Oak MSW Landfill September 28, 2016
Design Hydrogeologic Report, Phases 4 & 5 BLE Project Number J15-1957-51

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1.0 PROJECT INFORMATION

The existing 286-acre White Oak Municipal Solid Waste (MSW) Landfill facility is located in
Haywood County, North Carolina, approximately 12 miles north of Waynesville at the Fines Creek
Exit (Exit 15) off of Interstate 40 (Figure 1). The landfill is owned and operated by Haywood
County. Currently, Phase 1 through 3 cell areas have been developed. Haywood County now
plans to develop the Phase 4 and 5 cell areas. The existing and proposed waste cell layout is
provided on Figure 3.

The landfill development is being implemented in phases as new solid waste cells are needed. This
Design Hydrogeologic Report (DHR) addresses the geological and geotechnical investigation
required for the construction permitting process. The investigation was performed in accordance
with the applicable North Carolina Rules for Solid Waste Management (15A NCAC 13B .1623
(b)). Data from previously performed investigations are compiled into this report, as is relevant to
the Phase 4 and 5 areas. The previous investigations include the following:

 Project Design Manual, White Oak Sanitary Landfill, Tribble & Richardson, Inc, dated March
1992.

 Permit Renewal, Landfill Expansion, Design Hydrogeologic Report, White Oak Sanitary
Landfill, Steffen, Robertson, and Kirsten, Inc. Project Number 83507, dated September, 1997.

 Permit Renewal, Landfill Expansion, Design Hydrogeologic Report (REV 1), White Oak
Sanitary Landfill, Steffen, Robertson, and Kirsten, Inc. Project Number 83507, dated July,
1998.

 Site Hydrogeologic Report, White Oak Subtitle D Landfill, Municipal Engineering Project
Number G98010.5, dated February 8, 2000.

 Design Hydrogeologic Report, Phases 3 and 4, White Oak MSW Landfill, BLE Project Number
J07-1957-02, dated July 11, 2008 (last revised February 27, 2009).

Due to the proposed re-design of Phase 4, this DHR includes a re-evaluation of Phase 4, along with
an evaluation of Phase 5. Therefore, the Phase 4 portion of the data presented in BLE’s 2008 DHR
for Phases 3 and 4 is also included in this DHR for Phases 4 and 5.

2.0 FIELD INVESTIGATION

The field investigation of the Phase 4 and 5 areas was conducted during July 2007 to February
2008, and July 2015 to August 2016. Taken together, the investigation of the Phase 4 and 5 areas
has included:

 performing soil test borings and rock coring;
 installing permanent groundwater monitoring wells and temporary piezometers;
 measuring water levels on a monthly basis;
 performing hydraulic testing on piezometers;
 performing soil laboratory testing;
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Design Hydrogeologic Report, Phases 4 & 5 BLE Project Number J15-1957-51

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 performing settlement and slope stability evaluations; and
 evaluating location restrictions as outlined in the applicable solid waste regulations.

A discussion of the investigative methodologies used in the site evaluation is provided below. The
field activities reported below were performed under the direction of a North Carolina-licensed
geologist or engineer. A North Carolina-licensed driller performed the borings, piezometer
installation, and monitoring well installation. The boring locations/piezometers were surveyed for
horizontal and vertical control by Owens Surveying of Hazelwood, North Carolina, after
completion of the drilling activities.

2.1 TEST BORING AND SOIL SAMPLING

The North Carolina Department of Environmental Quality (NCDEQ) requires that Design
Hydrogeologic Studies include the performance of one boring per acre of proposed permitted cell
area. The area of Phases 4 and 5 is approximately 14.3 acres. Including previous phases of work
and this project, 19 borings have been performed in and near the Phase 4 and 5 areas. Twelve (12)
of the borings were pre-existing and seven new borings were performed during this phase of work.
Of the pre-existing borings, 10 were abandoned in 2008.

The new soil test boring locations and depths were selected to comply with the applicable NCDEQ
rules and were performed in general accordance with ASTM D 1586. Soil samples were obtained
from the soil test borings at 2.5-foot intervals within the upper ten feet below the ground surface,
and at five-foot intervals deeper than ten feet below the ground surface. Drilling techniques
consisted of hollow-stem augering and rock coring. Refer to Appendix A for discussion of the
various drilling techniques used.

Soil test boring logs were produced in the field by a geologist (Appendix B). The soil descriptions
on the field logs were based on visual examination and grain-size estimations in accordance with
the Unified Soil Classification System (USCS). Upon completion of laboratory grain-size and
Atterberg Limit analyses, the preliminary field classifications were adjusted accordingly on the
final boring logs. The final boring log records are included in Appendix B.

2.2 GROUNDWATER INVESTIGATION

Eighteen piezometers were installed to monitor water table elevations and further characterize the
study area hydrogeology. The piezometers supplement the one monitoring well installed during
previous phases of work in the Phase 4 and 5 areas. Piezometer installation records are included
with the boring logs in Appendix B, and field installation procedures are described in Appendix
C. Survey information for the piezometers and monitoring wells is presented on Table 1, and
well/piezometer construction details are summarized on Table 2.

Groundwater elevations were measured in the new piezometers at the time of boring and after 24
hours. Measurements were taken in the piezometers and monitoring wells during the period from
September 2007 to February 2008 and from August 2015 to July 2016 to determine the seasonal
groundwater trends. The historical water level data is included on Table 3, which includes
available water level information from the monitoring wells from June 1998 to April 2016.
Historical precipitation data for the Haywood County region is included in Appendix D.
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Field permeability (slug) tests were performed in six piezometers in the study area to measure the
in situ hydraulic conductivity of different units of the water table aquifer. Slug test field
procedures and data plots are presented in Appendix E and a summary of the results are presented
on Table 4.

The piezometers are intended only for investigation use, were not constructed as permanent
monitoring wells, and will not be part of the permanent groundwater monitoring system. Prior to
construction activities, the piezometers will be abandoned in accordance with 15A NCAC 2C, Rule
.0113(a)(2) by drilling them out and filling the resulting boreholes with a grout mixture.

2.3 LABORATORY TESTING

Laboratory tests were conducted to confirm the field classifications and quantify pertinent
engineering soil properties. Soil samples were collected using split-spoon samplers, Shelby tubes
(undisturbed), and from the auger cuttings (bulk samples). The laboratory tests were performed in
general accordance with applicable ASTM specifications, where available. Brief descriptions of
the test procedures are included in Appendix F. Soil laboratory testing results are included in
Appendix G and are summarized on Tables 5 and 6, which include laboratory results from tests
performed during this phase of work.

2.4 FRACTURE TRACE ANALYSIS

The fracture trace analysis consisted of evaluating exposed rock outcrops and topographic fracture
traces and lineaments as discussed below. The data was included in the Site Hydrogeologic Report,
White Oak Subtitle D Landfill, Municipal Engineering Project Number G98010.5, dated February
8, 2000.

Exposed Rock Outcrops: Using a Brunton compass, the orientations of exposed bedrock fractures
(open joints, open foliation, open bedding planes) were measured. The field measurements were
plotted on a Schmidt lower hemisphere equal-area stereonet and Rose diagrams.

Topographic Fracture Traces and Lineaments: Regionally, pronounced depressions typically
develop along zones of weakness in the bedrock where fractures induce preferential weathering.
This preferential weathering along the bedrock fractures is ultimately expressed topographically as
linear valleys. The trend of fracture traces and lineaments greater than 1,000 feet in length within a
1-mile radius of the site were measured from topographic maps and plotted as data on Rose
diagrams.

2.5 FIELD RECONNAISSANCE

The study area was traversed to map rock outcrops and surface drainage features. The information
obtained was integrated with the geologic information already collected at the site during previous
phases of work. Bedrock fracture orientations were measured from the rock outcrops as part of the
fracture trace analysis.

INC. White Oak MSW Landfill September 28, 2016
Design Hydrogeologic Report, Phases 4 & 5 BLE Project Number J15-1957-51

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3.0 RESULTS OF INVESTIGATION

3.1 REGIONAL GEOLOGY

The subject site is located within the Blue Ridge Belt (Figure 2). The crystalline rocks of the Blue
Ridge occur in generally northeast-southwest trending geologic belts in the Carolinas and Virginia.
Precambrian-age (Proterozoic) basement complexes of metamorphosed igneous and sedimentary
rocks underlie the region (Hadley and Goldsmith, 1963; Horton and Zullo, 1991). The site is
underlain by the Middle to Late Proterozoic-aged Spring Creek Granitoid Gneiss, which are
metamorphosed-igneous rocks. The multiple metamorphic deformations of the igneous rocks have
resulted in biotite granitic gneiss interlayered with biotite granodiorite gneiss, tonalitic gneiss,
quartz monzodiorite gneiss, amphibolite, biotite gneiss, and biotite schist (Carter and Weiner,
1999). Late Proterozoic-aged Great Smoky Group has been mapped southeast of the facility
boundary, which are metamorphosed-sedimentary rocks. The multiple metamorphic deformations
of the sedimentary rocks have resulted in metagraywache, with lesser amounts of locally
interbedded kyanite-garnet-mica schist, garnet-mica schist, and calc-silicate granofels (Carter and
Weiner, 1999). In the vicinity of the site, bedding and foliation generally strike northeast-
southwest and dips moderately to the southeast. Structurally, the contact between the Spring Creek
Granitoid Gneiss and the Great Smoky Graywacke is mapped as a thrust fault in which the Great
Smokey formation overlies the Spring Creek formation (Carter and Weiner, 1999).

Holocene and younger age faults were not indicated on site or within 200 feet of the site from the
literature review or from the field reconnaissance.

The typical residual soil profile consists of clayey soils near the surface, where soil weathering is
more advanced, underlain by sandy silts and silty sands. Residual soil zones develop by the in situ
chemical weathering of bedrock, and are commonly referred to as “saprolite.” Saprolite usually
consists of silt with lessor amounts of sand, clay, and large rock fragments. The thickness of the
saprolite in the Piedmont ranges from a few feet to more than 100 feet. The boundary between soil
and rock is not sharply defined.

A transitional zone of partially weathered rock is normally found overlying the parent bedrock.
Partially weathered rock is defined, for engineering purposes, as residual material with standard
penetration resistance in excess of 100 blows per foot (bpf). Fractures, joints, and the presence of
less resistant rock types facilitate weathering. Consequently, the profile of the partially weathered
rock and hard rock is quite irregular and erratic, even over short horizontal distances. Also, it is not
unusual to find lenses and boulders of hard rock and zones of partially weathered rock within the
soil mantle, well above the general bedrock level. Often during construction, this material can be
excavated using conventional earth moving equipment.

3.2 REGIONAL HYDROGEOLOGY

The uppermost groundwater in the Blue Ridge in the vicinity of the site usually occurs as
unconfined, water table aquifers in three primary geologic zones: 1) residual soil; 2) partially
weathered rock; and 3) fractured bedrock. These zones are typically interconnected through open
fractures and pore spaces. The configuration of the water table generally resembles the local
topography.
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Design Hydrogeologic Report, Phases 4 & 5 BLE Project Number J15-1957-51

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In the residual soil and partially weathered rock zone, groundwater is stored within the pore spaces
and is released to the underlying bedrock through gravity drainage. Groundwater within the
bedrock zones occurs primarily in fracture voids. Generally, fractures within the bedrock are very
small but may extend to several hundred feet.

Infiltration of precipitation to recharge the water table aquifer is primarily affected by rainfall
intensity and duration, pre-existing soil moisture conditions, temperature (evaporation), and plant
uptake (transpiration). Seasonal high-water tables are typically observed during the late winter and
early spring months of the year when maximum infiltration efficiency occurs due to lower
temperatures and less plant uptake (i.e., many plants are dormant). Seasonal low-water tables are
typically observed during the summer and fall months when minimum infiltration efficiency occurs
due to higher temperatures and greater plant uptake of water.

3.3 STUDY AREA PHYSIOGRAPHY AND TOPOGRAPHY

The landfill is located in Haywood County, North Carolina, as shown in Figure 1. The Phase 4
and 5 areas are located to the west of existing Phases 1, 2 and 3 (Figure 3).

Topographically, the Phase 4 and 5 areas consist of a ridge with radial topography that drops off to
the west, north, and east. The upland portion of the ridge is being used as borrow soils for landfill
activities and is relatively flat. The highest elevation in the proposed cell area is approximately
2626 feet above mean sea level (MSL) along the ridge in the area just north of Phase 4 and Phase 5,
and the lowest elevation is approximately 2540 feet MSL along the southwestern boundary of
Phase 5. The relief across Phases 4 and 5 is approximately 86 feet.

The surface drainage is radial around the upland portion of Phases 4 and 5 and ultimately
converges within the northwestern trending ravines north of Phases 4 and 5 and southwest of Phase
5. These drainage ravines ultimately converge with the Pigeon River at the facility’s northern
property boundary.

3.4 STUDY AREA SUBSURFACE CONDITIONS

Nineteen (19) borings have been performed in the Phase 4 and 5 areas, and rock coring was
performed at two of these locations. The geologic conditions encountered while drilling were often
variable with boulders and seams of partially weathered rock occurring throughout the subsurface soil
overburden profile. In general, three zones were encountered: 1) the residual soils from weathered
gneiss, 2) the partially weathered rock, 3) the fractured gneiss bedrock. Subsurface geology at the
site is shown on two cross sections designated A-A', and B-B' (Figure 4). The subsurface
conditions encountered in the Phase 4 and 5 areas are generally consistent with previous
evaluations at the site (Section 1.0). A description of the subsurface materials encountered is
provided below.

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3.4.1 Geologic Unit Description

3.4.1.1 Fill Soil

Fill soils have been placed in the southern portion of Phase 5 and the area south of Phase 5. We
understand these soils have been stockpiled on site for future landfill construction activities.
Where encountered (BLE-18 and BLE-19), the fill soils consist of brown, sandy, clayey silt. USCS
classifications of these soils are ML. The thickness of the fill is approximately 5.5 feet at BLE-19
and 17 feet and BLE-18. Standard penetration resistance values (N-values) range from 2 (very
soft) to 18 (very stiff) with an average value of 6, indicating a firm average consistency.

3.4.1.2 Residual Soil

Residual soils are the result of in-place weathering of gneiss bedrock. The residual soil profile
below the topsoil consists of two identifiable components based on the USCS.

The upper soil component consists of reddish-brown and gray, sandy clayey silt and sandy silty
clay and was encountered in 11 soil test borings in the Phase 4 and 5 areas. Where encountered,
the thickness of this component varies, and generally ranging from 2.5 to 18.0 feet, with an average
thickness of 8.2 feet. USCS classifications of these soils are ML-CL, ML, and MH. Standard
penetration resistance values (N-values) range from 6 to 25 with an average value of 14, indicating
a stiff average consistency.

The upper soil component grades with depth into a coarser grained, less plastic, gray and brown
micaceous, sandy silt and silty sand which extends to the depth of the partially weathered rock
and/or auger refusal. This unit was encountered in each of the 19 borings, and the thickness of this
component ranges from 14 feet to greater than 98 feet, with an average thickness of 59.5 feet.
USCS classifications of these soils are ML and SM. N-values range from 5 to 100 with an average
of 29, indicating a very firm average consistency.

Float rock (small boulders) was present in some locations at the ground surface and within the
residual soil zone above the partially weathered rock level.

3.4.1.3 Partially Weathered Rock

The transition between soil and rock at the site is irregular and consists of partially weathered rock
(PWR) overlying the parent bedrock. The PWR consists primarily of gray, micaceous to very
micaceous, silty, fine to coarse sand with varying amounts of gravel-size rock fragments. USCS
classifications of these soils are typically SM. Where encountered, this zone was found to range in
thickness from 2.5 to 28.0 feet, with an average thickness of 9.3 feet. This zone also includes
various float rock and boulders indicative of the varying weathering patterns.

3.4.1.4 Fractured Bedrock

Bedrock coring has been performed at two different locations for a total of 37.6 feet in the Phase 4
and 5 areas. The upper bedrock profile consists of well-foliated, moderately weathered to fresh,
quartz-biotite-feldspar gneiss, which is part of the Spring Creek Granitoid Gneiss Formation. The
INC. White Oak MSW Landfill September 28, 2016
Design Hydrogeologic Report, Phases 4 & 5 BLE Project Number J15-1957-51

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bedrock core had generally “fair” recovery (range of 0 to 99 percent; average of 71 percent) and
“fair” RQD (range of 0 to 99 percent; average of 65 percent). In general, the bedrock becomes
more competent with depth.

A map of the approximate bedrock surface (auger refusal) is shown as Figure 5. Auger refusal
depths may represent competent bedrock or possibly boulders of hard rock within the residual soil
and partially weathered rock units. The depth to auger refusal can vary even over short horizontal
distances due to boulders, fractures, joints, and the presence of less resistant rock types. Therefore,
the actual depth to continuous bedrock will vary somewhat from that presented on Figure 5.

3.4.2 Fracture Trace Analysis

A fracture trace analysis was performed and reported along with the data plots as part of Site
Hydrogeologic Report, White Oak Subtitle D Landfill, Municipal Engineering Project Number
G98010.5, dated February 8, 2000. A summary of the fracture trace analysis is provided below.

The trend of topographic fracture traces and lineaments within one mile of the site were measured
from the Cove Creek Gap and Fines Creek USGS topographic maps. Two primary trends were
observed: N5°-25°W and N35°-45°W. Two secondary trends were observed: N5°-30°E and N75°-
85°E.

The primary foliation trends are N5°-20°W and N9°-20°E. The primary joint trends are N20°-
40°W and N10°-20°E.

Results of the fracture trace analysis indicate that from local lineament trends, and bedrock joint
and foliation orientations that the prevailing fracture trends are northwest. The primary north-
northeast lineament trend was observed in the bedrock foliation pattern. The primary northwest
lineament trend was observed in the bedrock joint pattern.

3.4.3 Laboratory Testing Results

Sixteen split-spoon samples, twelve relatively undisturbed Shelby Tube samples, and four bulk
samples were collected and tested in the laboratory to measure natural soil conditions in the Phase
4 and 5 areas. The laboratory test results are summarized in Tables 5 and 6. Laboratory data sheets
are in Appendix G.

Testing results of two samples collected from the structural fill consisted of the following:
 Liquid Limits (LL) values of 42 and 48;
 Plasticity Index (PI) values of 7 and 13;
 Average gravel, sand, silt, and clay contents of 0, 40.8, 35.0, and 24.2 percent, respectively;
 Total porosity values of 49.5 and 50.0 percent; and
 Effective porosity values of 4.0 and 16.5 percent.

Testing results of the eleven samples collected from the upper residual soil component consisted
of:
 Natural moisture content values ranging from 19.1 to 32.1 percent;
 LL values ranging from 35 to 59;
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 PI values ranging from 4 to 18;
 Average gravel, sand, silt, and clay contents of 0.1, 40.4, 48.1, and 11.4 percent, respectively;
 In-situ hydraulic conductivity values ranging from 9.8 x 10-6 to 2.6 x 10-4 cm/sec;
 Total porosity values ranging from 40.5 to 56.0 percent;
 Effective porosity values ranging from 3.5 to 21.5 percent;
 Triaxial testing of a remolded sample indicated total and effective cohesive strength (C) of
0.1233 and 0.0 kips per square foot (ksf), respectively, and a total and effective Phi () angle of
18.93 and 33.22 degrees, respectively;
 Standard Proctor results with optimum moisture contents ranging from 20.9 to 25.6 percent and
maximum dry densities (MDD) ranging from 94.3 to 96.1 pcf; and
 Remolded hydraulic conductivity values of 4.8 x 10-7 and 8.8 x 10-8 cm/sec (at 7.2 and 5.4
percent wet of optimum and 95.1 and 95.0 percent of the MDD, respectively).

Testing results of the eleven samples collected from the deeper residual soil component consisted
of:
 Natural moisture content values ranging from 13.7 to 27.1 percent;
 LL values ranging from 32 to 55;
 PI values ranging from 2 to 11;
 Average gravel, sand, silt, and clay contents of 1.0, 49.9, 42.4, and 6.7 percent, respectively;
 In-situ hydraulic conductivity values ranging from 2.4 x 10-5 to 1.2 x 10-4 cm/sec;
 Total porosity values ranging from 33.6 to 55.0 percent;
 Effective porosity values ranging from 18.0 to 27.5 percent;
 Triaxial testing of an in-situ sample indicated total and effective cohesive strength (C) of 0.063
and 0.064 kips per square foot (ksf), respectively, and a total and effective Phi () angle of
18.80 and 36.73 degrees, respectively;
 Consolidation testing of an in-situ sample indicated a preconsolidation pressure (Pp) of 8.06
ksf, a virgin slope (cc) of 0.12, and a void ratio (eo) of 0.760;
 A Standard Proctor result with an optimum moisture content of 22.4 percent and a MDD of
97.9 pcf; and
 A remolded hydraulic conductivity value of 2.9 x 10-7 (at 5.6 percent wet of optimum and 95.0
percent of the MDD).

Testing results of the six samples collected from the partially weathered rock component consisted
of:
 Natural moisture content values of 12.6 and 13.7 percent;
 LL values ranging from 26 and 32;
 PI values ranging from 1 to 5;
 Average gravel, sand, silt, and clay contents of 0.9, 60.8, 33.0, and 5.3 percent, respectively;
 Total porosity values ranging from 47.5 and 52.5 percent; and
 Effective porosity values of 23.5 and 30.5 percent.

3.5 STUDY AREA HYDROGEOLOGY

Eighteen piezometers and one monitoring well have been installed in, or close to, the Phase 4 and 5
areas. Groundwater is present above the bedrock surface in the lower elevation areas, but at or
below the bedrock surface in higher elevation areas. The water-table aquifer consists of the
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residual soil, partially weathered rock, and fractured bedrock. These three units are hydraulically
connected and thus comprise a single unconfined aquifer, although recharge rates, flow rates and
storativity differ between the units based on the unique geologic conditions of each zone. The
generalized configuration of the water table surface is a subdued replica of the ground surface.
Generally, shallow groundwater flows in a radial pattern along a ridge in the Phase 4 and 5 areas,
and ultimately reaches the Pigeon River at the facility’s northern property boundary. The
hydrogeologic conditions encountered in the Phase 4 and 5 areas are generally consistent with the
conditions encountered during previous phases of work at the landfill. A description of the
hydrogeologic conditions in the study area is provided below.

3.5.1 Piezometer and Monitoring Wells

The piezometers and monitoring wells are set to intersect the groundwater in the deep residuum,
partially weathered rock, or bedrock as indicated on Table 2. Piezometer and monitoring well
installation diagrams are included in Appendix B and installation procedures are included in
Appendix C.

3.5.2 Groundwater Elevations

3.5.2.1 Seasonal High Groundwater Elevations

The relationship between precipitation and groundwater level trends at the site was evaluated from
1998 to 2016. The following sources of data were used to evaluate the seasonal high water level at
the site:

1. Historical National Oceanic and Atmospheric Administration (NOAA) precipitation data were
obtained to establish seasonal trends for the Haywood County area
(http://www.ncdc.noaa.gov/oa/climate/climatedata.html);
2. Historical water level measurements from pre-existing piezometers and monitoring wells (parts
of prior hydrogeologic studies at the facility) between June 1998 and July 2016;
3. Past monthly water level measurements collected for the past Phase 3/Phase 4 DHR during
September 2007 and February 2008; and
4. Recent monthly water level measurements from the piezometers and monitoring wells at the
facility between August 2015 and July 2016.

Historical NOAA monthly precipitation data were obtained from Division 1, North Carolina. The
data are summarized seasonally such that January-March represents winter, April-June represents
spring, July-September represents summer, and October-December represents fall.

Historically in the Haywood County region, summer months will experience slightly more
precipitation as compared to the other seasons. However, the effects of evapotranspiration offset
the contribution of this precipitation to recharge of the uppermost aquifer. Significant precipitation
also occurs in the spring and winter months when evapotranspiration is limited. Because of these
natural trends, the amount of groundwater recharge, and subsequent increase in water table level is
typically greatest during winter and spring seasons.

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Monthly water levels were collected from the piezometers and monitoring wells on site during
September 2007 to February 2008 and from August 2015 to July 2016 to establish seasonal high
water levels. Figure 7 represents the seasonal high water table, in which the highest water level
collected from September 2007 to February 2008 and August 2015 to July 2016 in each
piezometer/well was used for contouring.

3.5.2.2 Estimated Long-Term Seasonal High Groundwater Elevations

Groundwater levels were periodically recorded in piezometers and monitoring wells at the site
between June 1998 and July 2016 (Table 3). On the average, the groundwater levels in the pre-
existing monitoring wells and piezometers have typically varied on the average of 3.05 feet
between the historical highest water level elevations and the 2007-2008/2015-2016 seasonal high
levels (Table 3). Based on these water level trends, an estimated long-term seasonal high water
table elevation contour map was prepared (Figure 8). This map is a composite water table contour
map using: 1) the historical highest water level elevation in the pre-existing monitoring wells and
piezometers; and 2) adding 3.05 feet to the maximum observed water level in each of the newly
installed piezometer in the Phase 4 and 5 areas.

3.5.3 Groundwater Flow Direction

Groundwater in the study area flows in a radial pattern around the upland areas, and has a
configuration similar to topography. Flow beneath the Phase 4 and 5 areas is predominantly to the
west, north, and east around the upland ridge that follows the Phase 4/Phase 5 boundary.
Groundwater flow is through the soil matrix, the weathered fracture openings, and the bedrock
fractures. Recharge to the unconfined aquifer occurs at the higher elevations areas. Groundwater
discharge is to the northwestward trending drainage features on the northern side of Phase 4 and
southwestern side of Phase 5 and ultimately reaches the Pigeon River at the facility’s northern site
boundary.

3.5.4 Man-made Influences to Groundwater Levels

Man-made features that could influence groundwater levels at the site include existing and
proposed lined waste cells, and existing and proposed sediment ponds.

Currently, Phases 1, 2, and 3 have been constructed in the upland (recharge) area in the central
portion of the site. As cell construction proceeds, groundwater infiltration and recharge of the
water table aquifer will be limited, resulting in lower groundwater levels in the vicinity of the cells.

One sediment basin and one leachate lagoon have been constructed north of Phase 1 and one
sediment basin has been constructed north of Phase 3 (Figure 3). It is our understanding that the
leachate lagoon has a liner system, and the sediment ponds do not have liner systems. As a result,
the groundwater table may be slightly mounded in the vicinity of the existing and proposed
sediment ponds.

There are no groundwater receptors located between the proposed location of landfill cell
construction and the Pigeon River, which is the downgradient groundwater discharge area at the
site.
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3.5.5 Hydraulic Coefficients and Groundwater Flow Velocity

The velocity of groundwater flow is derived from the equation:

en
KiV
Where
V is the flow velocity
K is the hydraulic conductivity
i is the hydraulic gradient; and
ne is the effective porosity.

Estimated values for these parameters are provided below and summarized on Tables 4, 5, and 8.

3.5.5.1 Hydraulic Conductivity

Hydraulic conductivity is defined as the ability of the aquifer material to conduct water under a
hydraulic gradient. Six slug tests have been performed in the Phase 4 and 5 areas to measure the in
situ hydraulic conductivity of the different zones of the water-table aquifer. The slug test results
were evaluated using the Bouwer and Rice Method (1976) for partially-penetrating wells in an
unconfined aquifer (Table 4 and Appendix E). The slug tests performed at the site include:

 One test performed in a piezometer set in the deep residuum soil;
 Three tests performed in piezometers set in the partially weathered rock; and
 Two tests performed in piezometers set in the bedrock.

The water table was encountered below the upper residual soil; therefore, hydraulic conductivity in
the unsaturated zone was determined by laboratory testing two undisturbed soil samples (Section
3.4.3 and Table 5). Based on the slug tests conducted in the Phase 4 and 5 areas, the range of
hydraulic conductivity values is as follows:

 1.1 x 10-5 cm/sec (BLE-11) in deep residuum;
 2.6 x 10-5 cm/sec (BLE-14) to 2.2 x 10-3 cm/sec (BLE-18) in partially weathered rock; and
 5.4 x 10-5 cm/sec (BLE-24) to 1.3 x 10-3 cm/sec (BLE-22) in the bedrock.

3.5.5.2 Hydraulic Gradient

The hydraulic gradient is determined by dividing the difference in groundwater elevations at two
locations by the horizontal distance between those locations along the direction of groundwater
flow. Hydraulic gradients were measured from the October 29, 2015 water table elevation contour
map (Figure 6).

Hydraulic gradients in the Phase 4 and 5 areas range from about 0.231 in the northern portion of
proposed Phase 4, to about 0.0556 in the northern portion of proposed Phase 5. The average
hydraulic gradient across the study area is 0.143 (Table 7).

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3.5.5.3 Effective Porosity and Specific Yield

Effective porosity is the volume of void spaces through which water or other fluids can travel in
soil divided by the total volume of the soil. Effective porosity can be assumed to be approximately
equal to specific yield. Specific yield is defined as the ratio of the volume of water that drains from
saturated sediment owing to the attraction of gravity to the total volume of soil. The laboratory
grain size analyses were used to derive values for specific yield and effective porosity (Table 5 and
Appendix G).

Based on soil laboratory data and published geologic literature, effective porosity measurements in
the Phase 4 and 5 areas range from about:

 3.5 to 21.5% (average = 18.0%) in the upper residuum;
 18.0 to 27.5% (average = 22.4%) in the deep residuum;
 23.5% to 30.5% (average = 25.8%) in the partially weathered rock;
 the effective porosity can be expected to range from about 5% to 10% for fractured
crystalline bedrock (average = 7.5%) according to Kruseman and deRidder (1989).

3.5.5.4 Groundwater Flow Velocity

Based on these parameters and the data provided above, the geometric mean horizontal movement
of groundwater across the Phase 4 and 5 areas is approximately:

 0.0065 to 0.041 (average 0.020) feet/day in the deeper residuum;
 0.073 to 3.4 (average 0.76) feet/day in the partially weathered rock unit; and
 0.69 to 7.17 (average 1.45) feet/day in the bedrock unit.

The maximum and minimum values for each unit represent a range of values using available data.
The average values are more representative of site-wide conditions. Table 7 summarizes the
groundwater seepage velocity calculations.

3.6 GEOTECHNICAL CONSIDERATIONS

An evaluation of the potential impact from faults, seismic zones and unstable areas, as required by
15A NCAC13B.1622 subsections (4), (5), and (6), was previously prepared by others for the
current landfill site and documented as part of prior SHR and DHR projects (Section 1.0). These
items were briefly reviewed to provide a background for our geotechnical evaluation. The results
of our update to these items are provided below.

3.6.1 Fault Areas

No Holocene faults are located within 200 feet of the subject site (Horton and Zullo, 1991; Howard
et al. 1978).

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3.6.2 Seismic Impact Zones

According to the definition of seismic impact zones in 15A NCAC 13B.1622 (5), this site is in a
seismic impact zone. The maximum horizontal acceleration expressed as a percentage of the
earth’s gravity (g) in rock is 0.22g with a 2% probability of being exceeded in 50 years (equal to
10% probability in 250 years; Peterson, et al, 2014). The design of the landfill considered the
seismic condition. BLE has performed a seismic stability analysis for the design of Phases 4 and 5
and is provided under separate cover. The results of the analysis indicate the landfill is stable
under both static and seismic conditions.

3.6.3 Unstable Areas

An unstable area according to 15A NCAC 13B.1622 (6) is defined as a location that is susceptible
to natural or human induced events or forces capable of impairing the integrity of some or all of the
landfill structural components responsible for preventing releases from a landfill. Unstable areas
could include poor foundation conditions, areas susceptible to mass movements, and karst terrains.
Site and subsurface data obtained was evaluated to determine if unstable site areas exist. The site
is not in a karst area. No unstable conditions were present. BLE evaluated specific subgrade
settlement and slope stability conditions for Phases 4 and 5 and are reported under separate cover.
In summary, the resulting settlements will be well within tolerable limits and slope stability
analysis indicates the planned subgrade, structural fill slopes, waste mound, and cap are stable.

3.6.4 Permeability of Potential On-Site Soils for Liner and Cover Construction

The permeability of selected potential on-site borrow soils were determined as indicated in Section
3.4.3 titled Laboratory Testing Results. Three bag samples of soil were collected (two of the upper
residuum and one of the deeper residuum). The samples were compacted at varying percents of the
Standard Proctor maximum dry density, and at varying moisture contents of the Standard Proctor
optimum moisture content. Measured hydraulic conductivity values of the upper residuum were
4.8 x 10-7 and 8.8 x 10-8 cm/sec.

The near surface soils at the site consist of three general soil types based on topographic position.
The near surface soils in the higher elevation areas, including the upper portions of the hill side-
slopes, consist of reddish-brown silty clay and clayey silt. These soils generally transition to light
brown clayey silt along the lower elevations of the hill side-slopes.

The red-brown silty clay and clayey silts along the higher portions of the site present the most
favorable materials for use as compacted clay liner, soil liner, or closure cap soils. The plasticity of
these soils fall generally well below the “A” line. The clayey soils are found immediately below
the topsoil to depths of 2 to 4 feet in limited quantity. Soils that could be used as compacted soil
liner can be found over a limited portion of the site. During site clearing and stripping activities,
these soils should be carefully delineated and stockpiled for later use.

The in situ moisture content of the silty clay will vary based on recent rainfall; however, they
should be found at moisture contents within a few points of the standard Proctor optimum moisture
content. Some modification of moisture will be required during soil liner or cap construction.

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3.6.5 Excavation

Excavation of the residual soils can be accomplished using conventional earth moving equipment.
Historical excavation of the site has typically employed track excavators, dozers, and trucks. Some
excavation has been performed using tractor scrapers. An estimated bedrock elevation (auger
refusal) contour map was developed as Figure 5 which is based on auger refusal depths in the soil
borings drilled at this site. Materials sufficiently hard to cause refusal to the mechanical drill
augers may result from continuous bedrock, boulders, lenses, ledges, or layers of relatively hard
rock or residual soil. Coring was performed at two locations in the Phases 4 and 5 areas where
refusal to augering occurred. Continuous rock was found with varying recovery and Rock Quality
Designation (RQD) as discussed above in Section 3.4.1.4. Due to its typically varying surface, the
actual occurrence of hard rock during site grading may vary somewhat from that presented in
Figure 5.

There is usually no sharp distinction between soil and rock in residual soil areas as at this site.
Typically, the degree of weathering simply decreases with greater depth until solid rock is
eventually reached. The partially weathered rock, as well as the soil above, may also contain
boulders, lenses or ledges of hard rock. The mechanical auger used in this exploration could
penetrate some of the partially weathered rock of the transitional zone. The ease of excavation will
depend on the geologic structure of the material itself, such as the direction of bedding, planes or
weakness and spacing between discontinuities. Weathered rock or rock that cannot be penetrated
by the mechanical drill auger will likely require heavy excavating equipment with ripping tools or
other methods for removal, if desired.

3.6.6 Engineered Fill

The residual soils that will be excavated from the cell areas to achieve the design subgrade
elevations are suitable for use as structural fill. Some moisture modification (wetting or drying)
may be required depending on the particular area of excavation. Conventional compaction
equipment and methods should be appropriate.

Fill used for raising site grades should be uniformly compacted to at least 95 percent of the
standard Proctor maximum dry density (ASTM D 698). Prior to fill placement, the areas to receive
structural fill should be stripped of topsoil and vegetation and proofrolled using a loaded dump
truck or similar equipment. The proofrolling should be observed by the geotechnical/CQA
engineer or his representative. Any areas which undergo rutting or excessive degradation should
be excavated to firm soils.

Partially weathered rock may be mixed with the soil borrow materials provided it can be broken
down by the excavation and compaction equipment into particles with a maximum dimension of 6
inches. Larger boulders or rock pieces may be used in the lower portions of the deeper fills if the
boulders are placed individually and soil compacted around and over each boulder. Sufficient
quantities of soil should be mixed with the partially weathered rock so that voids do not result
between the pieces of partially weathered rock and the fill meets the compaction requirements.

Before filling operations begin, representative samples of each proposed fill materials should be
collected and tested to determine the compaction and classification characteristics. The maximum
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dry density and optimum moisture content should be determined. Once compaction begins, a
sufficient number of density tests should be performed to measure the degree of compaction being
obtained.

The maximum inclination for the proposed cut and fill slopes for Phases 4 and 5 is 3H:1V
(horizontal:vertical). Slopes of 3H:1V or flatter, can be compacted in-place without
overfilling/trimming excess fill soil. Cut and fill slope surfaces outside the cell area should be
protected from erosion by grassing or other means. Where the cell embankment is to be
constructed on natural slopes steeper than 4H:1V, we recommend that the fill soils be keyed into
the slopes using horizontal benches (stair-step fashion) to facilitate placement and compaction of
structural fill and to prevent formation of a potential slip surface.

The surface of compacted subgrade soils can deteriorate and lose its support capabilities when
exposed to environmental changes and construction activity. Deterioration can occur in the form of
freezing, formation of erosion gullies, extreme drying, exposure for a long period of time, or rutting
by construction traffic. We recommend that if the fill soils within the cell become deteriorated or
softened, they be proofrolled, scarified and recompacted (and additional fill placed, if necessary)
prior to construction of the compacted soil liner. Additionally, any excavations through the cell
embankments (such as leachate collection line trenches) should be properly backfilled in
compacted lifts. Recompaction of subgrade surfaces and compaction of backfill should be checked
with a sufficient number of density tests to determine if adequate compaction is being achieved.

4.0 CONCLUSIONS

The proposed Phase 4 and 5 areas are located on a ridge west of Phases 1, 2, and 3. The Phase 4
and 5 areas’ subsurface geology and hydrogeology are typical of Blue Ridge terrain in this vicinity
of North Carolina with deeply weathered biotite gneiss. No unusual or unexpected geologic
features were observed in the Phase 4 and 5 areas.

Groundwater in the study area flows in a radial pattern around the upland areas, and has a
configuration similar to topography. Flow beneath the Phase 4 and 5 areas is predominantly to the
west, north, and east around the upland ridge that follows the Phase 4/Phase 5 boundary.
Groundwater flow is through the soil matrix, the weathered fracture openings, and the bedrock
fractures. Recharge to the unconfined aquifer occurs at the higher elevations areas. Groundwater
discharge is to the northwestward trending drainage features on the northern side of Phase 4 and
southwestern side of Phase 5 and ultimately reaches the Pigeon River at the facility’s northern site
boundary. Other than these natural features, there are no groundwater receptors to these landfill
phases.

The site is favorable for landfill development considering geotechnical aspects. The site is in a
seismic impact zone, but the landfill structural components have been designed, using conventional
construction, to resist the seismic magnitude. The existing residuum and the planned structural fill
will form a stable foundation for the landfill. Anticipated subgrade total and differential
settlements of the completed waste cells are expected to be well within acceptable limits of the
structural components and leachate collection system of a MSW landfill. The on-site residual soils
are suitable for use as structural fill. The residual soils and the planned new engineered fill will
form stable slopes and provide acceptable interface friction with the base and cap liner systems.
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The planned structural fill and waste mound slopes will be stable under static and seismic
conditions. Low permeability surficial soils that could be used to construct a base clay liner (K 
1.0 x 10-7 cm/sec) or final cover cap (K  1.0 x 10-5 cm/sec) are present on site in limited quantities.
Careful selection and use of these clayey soils will be required during waste cell development.

This Design Hydrogeologic Report was prepared to satisfy the requirements specified in the North
Carolina Title 15A NCAC 13B .1623 (b). Based on the results of field and laboratory testing, it is
our opinion that the study area is geologically, hydrogeologically, and geotechnically suitable for
municipal solid waste landfill cell development. This DHR, while specifically addressing Phases 4
and 5, also considers the potential expanded landfill footprint and grades shown in the Facility
Plan.

An updated Water Quality Monitoring Plan (WQMP) for the facility has been provided to the
NCDEQ as a separate document, which incorporates new Phases 4 and 5 (BLE, September 13,
2016). The WQMP includes procedures and locations for groundwater, surface water, and leachate
monitoring for landfill Phases 1 through 5 in accordance with North Carolina Title 15A NCAC
13B Rules .0601 and .1630 through .1637 (groundwater), 15A NCAC 13B Rule .0602 (surface
water), and 15A NCAC 13B .1624(12)(c) (leachate).

5.0 ANNOTATED BIBLIOGRAPHY

Bouwer, H. and Rice, R.C., 1976, "A slug test method for determining hydraulic conductivity of
unconfined aquifers with completely or partially penetrating wells," Water Resources
Research, Vol. 12, No. 3, pp. 423-428.
- Slug testing data reduction procedures.

Brown, M.B., and others (compilers), 1985, Geologic Map of North Carolina: NCDNRCD, scale
1:500,000.
- General geologic setting and fault locations.

Bunnell-Lammons Engineering, Inc., July 11, 2008 (last revised February 27, 2009), Design
Hydrogeologic Report, Phases 3 and 4, White Oak MSW Landfill, BLE Project Number J07-
1957-02.
- Prior DHR for Phases 3 and 4.

Bunnell-Lammons Engineering, Inc., September 13, 2016, Water Quality Monitoring Plan, Landfill
Phases 1 through 5, White Oak Landfill, Haywood County, North Carolina, BLE Project
Number J15-1957-51.
- Water Quality Monitoring Plan for Phases 1 through 5 at the White Oak Landfill.

Carter, M.W., and Weiner, L.S., 1999, Bedrock Geologic Map of the Fines Creek 7.5-Minute
Quadrangle, North Carolina, North Carolina Geological Survey, Geologic Map Series 8.

Fetter, C.W., 1994, Applied Hydrogeology: Merrill Publishing Company, Columbus, Ohio.
- Basic hydrogeologic principles and estimates of effective porosity in soils.

INC. White Oak MSW Landfill September 28, 2016
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17
Hadley, J.B., and Goldsmith, R.E., 1983, Geology of the Eastern Great Smoky Mountains, North
Carolina-Tennessee: United States Geological Survey Professional Paper 349-B.
- General geologic setting.

Horton, J.W. and Zullo, V.A., 1991, The Geology of the Carolinas: Carolina Geological Society
fifteenth anniversary volume: The University of Tennessee Press, Knoxville, TN.
- General geologic setting.

Howard, K.A., Aaron, J.M., Brabb, ,E.E., Borck, M.R., Gower, H.D., Hunt, S.J., Milton, D.J.,
Muehlberger, W.R., Nakata, J.K., Plafker, G., Prowell, D.C., Wallace, R.E., and Witkind, I.J.,
1978, Preliminary Map of Young Faults in the United States as a Guide to Possible Fault
Activity, United States Geological Survey Miscellaneous field Studies Map MF-916, scale
1:5,000,000.
- Holocene faults in the United States.

Kruseman, G.P., and deRidder, N.A., 1989, Analysis and Evaluation of Pumping Test Data:
Publication 47, International Institute for Land Reclamation and Improvement, Wageningen,
The Netherlands.
- Estimates of effective porosity in fractured bedrock.

Municipal Engineering, February 8, 2000, Site Hydrogeologic Report, White Oak Subtitle D Landfill,
Municipal Engineering Project Number G98010.5.
- Prior SHR for facility.

Petersen, M.D., Moschetti, M.P., Powers, P.M., Mueller, C.S., Haller, K.M., Frankel, A.D., Zeng,
Yuehua, Rezaeian, Sanaz, Harmsen, S.C., Boyd, O.S., Field, Ned, Chen, Rui, Rukstales, K.S.,
Luco, Nico, Wheeler, R.L., Williams, R.A., and Olsen, A.H., 2014, Documentation for the
2014 update of the United States national seismic hazard maps: U.S. Geological Survey
Open-File Report 2014–1091, 243 p.
- Seismic impact zones.

Steffen, Robertson, and Kirsten, Inc., September, 1997, Permit Renewal, Landfill Expansion, Design
Hydrogeologic Report, White Oak Sanitary Landfill, Steffen, Robertson, and Kirsten, Inc.
Project Number 83507.
- Prior DHR.

Steffen, Robertson, and Kirsten, Inc., July, 1998, Permit Renewal, Landfill Expansion, Design
Hydrogeologic Report (REV 1), White Oak Sanitary Landfill, Steffen, Robertson, and Kirsten,
Inc. Project Number 83507.
- Prior revised DHR.

Tribble & Richardson, Inc., March 1992, Project Design Manual, White Oak Sanitary Landfill.
- Prior Design Manual.

TABLES
TABLE 1
MONITORING WELL, PIEZOMETER, AND BORING SURVEY INFORMATION
White Oak MSW Landfill - Phase 4 & 5 DHR
Haywood County, North Carolina
BLE Project Number J15-1957-51
Well/Ground TOC Status of
Piezometer Elevation Elevation Northing Easting Well/Piezometer
BLE-1 2574.23 2577.77 720937.61 811220.42 Abandoned
BLE-2 2525.68 2529.57 721195.55 811425.01 Abandoned
BLE-3 2519.77 2523.43 721364.15 811475.53 Abandoned
BLE-4 (boring)2560.09 NA 721347.26 811709.19 Abandoned
BLE-5 2497.10 2500.99 721592.05 811514.77 Abandoned
BLE-6 2532.96 2536.67 721667.95 811741.47 Abandoned
BLE-7S 2492.12 2495.30 721759.80 811585.97 Abandoned
BLE-7D 2491.92 2495.70 721766.30 811589.49 Abandoned
BLE-8 (boring)2473.09 NA 721934.79 811656.46 Abandoned
BLE-9 2552.54 2556.63 721775.55 811375.38 Abandoned
BLE-10 2612.97 2615.73 721574.76 810881.44 Abandoned
BLE-11 2630.61 2634.27 721450.38 810649.48 Abandoned
BLE-12 2620.95 2624.50 721285.50 810817.13 Abandoned
BLE-13 2609.39 2612.66 721419.17 811109.94 Abandoned
BLE-14 2610.41 2613.65 721222.61 811099.99 Abandoned
BLE-15 2584.11 2587.90 720930.90 811053.90 Abandoned
BLE-16 2614.70 2618.50 721398.39 810908.93 Abandoned
BLE-17 2611.46 2615.91 721159.41 810931.62 Abandoned
BLE-18 2582.58 2585.86 720726.55 811250.54 Present
BLE-19 2541.76 2545.82 720751.41 810910.86 Present
BLE-20 2521.01 2524.15 720536.86 810953.49 Present
BLE-21 2507.57 2510.74 720927.56 810511.13 Present
BLE-22 2549.72 2552.96 721034.15 810715.68 Present
BLE-23 2605.44 2608.69 721326.05 810562.63 Present
BLE-24 2571.05 2575.05 721204.27 810398.58 Present
MW-1A 2517.97 2520.02 721096.30 812481.47 Present
MW-2 2494.43 2496.71 721460.76 812309.44 Present
MW-2D 2494.69 2496.89 721456.01 812311.87 Present
MW-3 2435.06 2437.28 721947.26 812058.38 Abandoned
MW-3r 2459.53 2462.61 721943.38 812063.70 Present
MW-3D 2434.17 2436.94 721956.05 812071.87 Abandoned
MW-3Dr 2458.42 2461.89 721940.67 812082.82 Present
MW-4A 2491.60 2493.85 721692.81 811976.73 Present
MW-5A 2502.29 2503.58 721496.63 811628.82 Abandoned
MW-5D 2502.18 2502.90 721503.89 811631.06 Abandoned
MW-8 2474.84 2477.33 721704.50 812155.03 Present
MW-9 UK 2430.15 UK UK Abandoned
MW-11S UK 2674.58 719905.88 811642.89 Present
MW-11D 2672.01 2674.89 719909.34 811651.55 Present
MW-12 2526.93 2529.63 721082.96 811524.19 Abandoned
MW-13S 2529.67 2532.20 721079.17 811454.95 Abandoned
MW-13D 2528.11 2530.86 721088.37 811454.42 Abandoned
MW-14 UK 2711.69 UK UK Present
MW-15 UK 2547.41 UK UK Present
MW-16 2516.07 2519.35 721821.98 811660.70 Present
MW-17 2539.13 2542.55 721783.47 811219.93 Present
P-4 2571.25 2573.14 721896.00 811433.52 Abandoned
P-5 2485.02 2487.78 721882.41 811171.82 Present
P-6 2594.13 2597.74 721486.80 811249.77 Abandoned
Notes:
1. Bold borings represent those in the Phase 4 and 5 Cell area.
2. Measurements are in feet; elevations are relative to mean sea level.
3. TOC = Top Of Casing
4. NA = Not Applicable
5. UK = Unknown
6. Surveying was performed by McGill Associates.
7. Source of elevation data for MW-9, MW-14 and MW-15 cannot be confirmed.
Table 1
1957-51 WOLF DHR Phases 4 & 5.xls
Prepared By: IAI
Checked By: AWA/MSP
TABLE 2
MONITORING WELL AND PIEZOMETER CONSTRUCTION DETAILS
White Oak MSW Landfill - Phase 4 & 5 DHR
Haywood County, North Carolina
BLE Project Number J15-1957-51
Well/Ground TOC Auger Auger Bedrock Drilling Screened Screened Zone Status of
Piezometer Elev.Elev.Refusal Depth Refusal Elev.Depth Interval Depth Interval Elevation Screened Well/Piezometer
BLE-1 2574.23 2577.77 66.0 2508.2 NA 55.0 -65.0 2519.2 -2509.2 Deep Residuum/PWR Abandoned
BLE-2 2525.68 2529.57 >40.0 <2485.7 NA 29.0 -39.0 2496.7 -2486.7 Deep Residuum Abandoned
BLE-3 2519.77 2523.43 >50.0 <2469.8 NA 38.0 -48.0 2481.8 -2471.8 Deep Residuum Abandoned
BLE-4 (boring)2560.09 NA 2.5 2557.6 NA NA NA -Abandoned
BLE-5 2497.10 2500.99 26.0 2471.1 NA 15.0 -25.0 2482.1 -2472.1 Deep Residuum/PWR Abandoned
BLE-6 2532.96 2536.67 46.0 2487.0 NA 36.0 -46.0 2497.0 -2487.0 Deep Residuum Abandoned
BLE-7S 2492.12 2495.30 26.0 2466.1 NA 15.1 -25.1 2477.1 -2467.1 Deep Residuum Abandoned
BLE-7D 2491.92 2495.70 32.0 2459.9 32.0 -60.0 49.6 -59.6 2442.3 -2432.3 Bedrock Abandoned
BLE-8 (boring)2473.09 NA 3.0 2470.1 NA NA NA -Abandoned
BLE-9 2552.54 2556.63 25.0 2527.5 25.0 -49.0 37.7 -47.7 2514.8 -2504.8 Bedrock Abandoned
BLE-10 2612.97 2615.73 >78.9 <2534.1 NA 68.7 -78.7 2544.3 -2534.3 Deep Residuum Abandoned
BLE-11 2630.61 2634.27 >103.0 <2527.6 NA 92.6 -102.6 2538.0 -2528.0 Deep Residuum Abandoned
BLE-12 2620.95 2624.50 >90.2 <2530.8 NA 80.0 -90.0 2541.0 -2531.0 Deep Residuum Abandoned
BLE-13 2609.39 2612.66 86.0 2523.4 NA 71.4 -81.4 2538.0 -2528.0 PWR Abandoned
BLE-14 2610.41 2613.65 73.5 2536.9 NA 63.0 -73.0 2547.4 -2537.4 Deep Residuum/PWR Abandoned
BLE-15 2584.11 2587.90 >75.0 <2509.1 NA 64.1 -74.1 2520.0 -2510.0 Deep Residuum/PWR Abandoned
BLE-16 2614.70 2618.50 >80.0 <2534.7 NA 68.2 -78.2 2546.5 -2536.5 Deep Residuum Abandoned
BLE-17 2611.46 2615.91 101.0 2510.5 NA 89.7 -99.7 2521.8 -2511.8 Deep/PWR Abandoned
BLE-18 2582.58 2585.86 71.0 2511.6 NA 60.8 -70.8 2521.8 -2511.8 PWR Present
BLE-19 2541.76 2545.82 51.2 2490.6 NA 41.0 -51.0 2500.8 -2490.8 Deep Residuum/PWR Present
BLE-20 2521.01 2524.15 40.5 2480.5 NA 29.7 -39.7 2491.3 -2481.3 Deep Residuum/PWR Present
BLE-21 2507.57 2510.74 52.1 2455.5 NA 41.9 -51.9 2465.7 -2455.7 Deep Residuum/PWR Present
BLE-22 2549.72 2552.96 90.0 2459.7 90.0 -110.0 94.4 -104.4 2455.3 -2445.3 Bedrock Present
BLE-23 2605.44 2608.69 96.0 2509.4 NA 85.3 -95.3 2520.1 -2510.1 Deep Residuum Present
BLE-24 2571.05 2575.05 73.0 2498.1 73.0 -90.0 80.4 -90.4 2490.7 -2480.7 Bedrock Present
MW-1A 2517.97 2520.02 26.0 2492.0 NA 10.4 -25.4 2507.6 -2492.6 Deep Residuum Present
MW-2 2494.43 2496.71 35.5 2458.9 NA 19.9 -34.9 2474.5 -2459.5 Deep Residuum/PWR Present
MW-2D 2494.69 2496.89 36.9 2457.8 36.9 -55.1 44.6 -54.6 2450.1 -2440.1 Bedrock Present
MW-3 2435.06 2437.28 21.2 2413.9 NA 5.6 -20.6 2429.5 -2414.5 Deep Residuum Abandoned
MW-3r 2459.53 2462.61 >41.5 <2418.0 NA 26.3 -41.3 2433.2 -2418.2 Deep Residuum Present
MW-3D 2434.17 2436.94 21.4 2412.8 21.4 -37.0 26.5 -36.5 2407.7 -2397.7 Bedrock Abandoned
MW-3Dr 2458.42 2461.89 44.0 2414.4 44.0 -65.0 49.8 -64.8 2408.6 -2393.6 Bedrock Present
MW-4A 2491.60 2493.85 23.3 2468.3 23.3 -95.7 80.6 -95.6 2411.0 -2396.0 Bedrock Present
MW-5A 2502.29 2503.58 20.1 2482.2 NA 4.5 -19.5 2497.8 -2482.8 Deep Residuum Abandoned
MW-5D 2502.18 2502.90 20.0 2482.2 20.0 -36.2 25.7 -35.7 2476.5 -2466.5 Bedrock Abandoned
MW-8 2474.84 2477.33 >42.8 <2432.0 NA 31.0 -41.0 2443.8 -2433.8 Deep Residuum Present
MW-9 UK 2430.15 11 UK UK 4.5 -9.5 UK Fill Abandoned
MW-11S UK 2674.58 UK UK UK UK UK UK Present
MW-11D 2672.01 2674.89 97.0 2575.0 97.0 -128.0 118.0 -127.6 2554.0 -2544.4 Bedrock Present
MW-12 2526.93 2529.63 UK UK UK UK UK UK Abandoned
MW-13S 2529.67 2532.20 UK UK UK UK UK UK Abandoned
MW-13D 2528.11 2530.86 UK UK UK UK UK UK Abandoned
MW-14 UK 2711.69 UK UK UK UK UK UK Present
MW-15 UK 2547.41 UK UK UK UK UK UK Present
MW-16 2516.07 2519.35 >40.0 <2476.1 NA 25.8 -40.8 2490.3 -2475.3 Fill Present
MW-17 2539.13 2542.55 40.0 2499.1 40.0 #63.0 43.0 -58.0 2496.1 -2481.1 Bedrock Present
P-4 2571.25 2573.14 59.0 2512.3 59.0 -81.0 71.0 -81.0 2500.3 -2490.3 Bedrock Abandoned
P-5 2485.02 2487.78 20.0 2465.0 20.0 -52.3 42.3 -52.3 2442.7 -2432.7 Bedrock Present
P-6 2594.13 2597.74 58.0 2536.1 58.0 -67.5 57.5 -67.5 2536.6 -2526.6 Bedrock Abandoned
Notes:
1. Bold borings represent those in the Phase 4 and 5 Cell area.
2. Measurements are in feet; elevations are relative to mean sea level.
3. TOC = Top Of Casing
4. NA = Not Available
5. UK = Unknown
6. PWR = Partially Weathered Rock
7. Surveying was performed by McGill Associates.
8. Source of elevation data for MW-9, MW-14 and MW-15 cannot be confirmed.
Table 2
1957-51 WOLF DHR Phases 4 & 5.xls
Prepared By: IAI
Checked By: AWA/MSP
TABLE 3
GROUNDWATER DEPTH ELEVATION MEASUREMENTS
White Oak MSW Landfill - Phase 4 & 5 DHR
Haywood County, North Carolina
BLE Project Number J15-1957-51
GROUNDWATER ELEVATION MEASUREMENTS Data from 1998 to 2016 Estimated Long-Term Seasonal High Water Table
GROUND TOC 1998 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016 Seasonal High Maximum Minimum Difference AVG Difference ELTSHWT Data
WELL ELEV.ELEV.TOB 24-Hr 6/9/98 7/7/98 8/17/98 9/25/98 10/27/98 10/21/04 4/18/05 10/13/05 4/25/06 10/20/06 4/26/07 9/20/07 10/25/07 11/30/07 12/14/07 1/16/08 2/14/08 4/24/08 10/20/08 4/22/09 10/26/09 4/22/10 10/27/10 4/29/11 10/25/11 4/20/12 10/23/12 4/23/13 10/24/13 4/24/14 10/27/14 4/27/15 8/31/15 9/28/15 10/29/15 11/30/15 12/16/15 1/28/16 2/26/16 3/22/16 4/19/16 4/27/16 5/27/16 6/28/16 7/29/16 Elev. (8)Elev.Elev.Feet Feet Feet Source
BLE-1 2574.23 2577.77 2526.23 2531.73 NP NP NP NP NP NP NP NP NP NP NP 2531.12 2530.75 2530.36 2530.22 2529.85 2529.64 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2531.12 2531.12 2529.64 1.48 -2534.73 Ph 3-4 DHR Calculation
BLE-2 2525.68 2529.57 2508.58 2513.23 NP NP NP NP NP NP NP NP NP NP NP 2512.97 2513.07 2513.04 2513.10 2513.42 2513.76 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2513.76 2513.76 2512.97 0.79 -2517.37 Ph 3-4 DHR Calculation
BLE-3 2519.77 2523.43 2500.27 2501.33 NP NP NP NP NP NP NP NP NP NP NP 2500.95 2501.17 2501.25 2501.34 2501.58 2501.87 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2501.87 2501.87 2500.95 0.92 -2505.48 Ph 3-4 DHR Calculation
BLE-5 2497.10 2500.99 2485.80 2492.50 NP NP NP NP NP NP NP NP NP NP NP 2491.98 2492.64 2492.48 2492.81 2493.11 2493.33 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2493.33 2493.33 2491.98 1.35 -2496.94 Ph 3-4 DHR Calculation
BLE-6 2532.96 2536.67 2488.31 2488.25 NP NP NP NP NP NP NP NP NP NP NP 2488.24 2488.16 2488.47 2488.54 2488.77 2488.93 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2488.93 2488.93 2488.16 0.77 -2492.54 Ph 3-4 DHR Calculation
BLE-7S 2492.12 2495.30 2481.82 2484.32 NP NP NP NP NP NP NP NP NP NP NP 2483.72 2483.31 2483.76 2483.99 2484.69 2484.83 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2484.83 2484.83 2483.31 1.52 -2488.44 Ph 3-4 DHR Calculation
BLE-7D 2491.92 2495.70 2483.62 2483.52 NP NP NP NP NP NP NP NP NP NP NP 2484.41 2484.73 2484.47 2484.65 2485.05 2485.24 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2485.24 2485.24 2484.41 0.83 -2488.85 Ph 3-4 DHR Calculation
BLE-9 2552.54 2556.63 2509.84 2509.54 NP NP NP NP NP NP NP NP NP NP NP 2509.28 2506.28 2505.73 2505.60 2505.39 2505.11 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2509.28 2509.28 2505.11 4.17 -2512.89 Ph 3-4 DHR Calculation
BLE-10 2612.97 2615.73 2551.47 NM NP NP NP NP NP NP NP NP NP NP NP 2551.22 2551.03 2550.45 2544.28 2543.80 2543.41 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2551.22 2551.22 2543.41 7.81 -2554.83 Ph 3-4 DHR Calculation
BLE-11 2630.61 2634.27 2540.91 2546.01 NP NP NP NP NP NP NP NP NP NP NP 2540.95 2540.75 2540.17 2540.12 2539.57 2539.21 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2540.95 2540.95 2539.21 1.74 -2544.56 Ph 3-4 DHR Calculation
BLE-12 2620.95 2624.50 2545.05 2545.05 NP NP NP NP NP NP NP NP NP NP NP 2545.19 2544.94 2544.35 2544.27 2543.73 2543.30 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2545.19 2545.19 2543.30 1.89 -2548.80 Ph 3-4 DHR Calculation
BLE-13 2609.39 2612.66 2540.39 2541.89 NP NP NP NP NP NP NP NP NP NP NP 2542.44 2542.40 2542.07 2541.98 2541.60 2541.19 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2542.44 2542.44 2541.19 1.25 -2546.05 Ph 3-4 DHR Calculation
BLE-14 2610.41 2613.65 2551.31 2551.21 NP NP NP NP NP NP NP NP NP NP NP 2551.21 2551.10 2550.60 2550.49 2549.97 2549.46 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2551.21 2551.21 2549.46 1.75 -2554.82 Ph 3-4 DHR Calculation
BLE-15 2584.11 2587.90 2526.36 2527.01 NP NP NP NP NP NP NP NP NP NP NP 2527.18 2526.87 2526.49 2526.43 2526.24 2526.53 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2527.18 2527.18 2526.24 0.94 -2530.79 Ph 3-4 DHR Calculation
BLE-16 2614.70 2618.50 2546.20 2552.49 NP NP NP NP NP NP NP NP NP NP NP 2555.63 2555.25 2554.55 2554.42 2553.80 2553.34 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2555.63 2555.63 2553.34 2.29 -2559.24 Ph 3-4 DHR Calculation
BLE-17 2611.46 2615.91 2538.51 2544.80 NP NP NP NP NP NP NP NP NP NP NP 2521.72 2537.59 2537.00 2536.94 2536.32 2535.88 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2537.59 2537.59 2521.72 15.87 -2541.20 Ph 3-4 DHR Calculation
BLE-18 2582.58 2585.86 2530.86 2532.16 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 2532.15 2531.69 2531.66 2531.76 2531.92 2532.60 2532.82 2533.73 NM 2533.96 2533.66 2533.46 2533.16 2533.96 2533.96 2531.66 2.30 -2537.02 Calculation
BLE-19 2541.76 2545.82 2502.82 2507.62 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 2507.68 2507.51 2507.91 2508.37 2508.39 2508.91 2509.41 2509.02 NM 2508.81 2507.20 2508.22 2508.30 2509.41 2509.41 2507.20 2.21 -2512.47 Calculation
BLE-20 2521.01 2524.15 2506.15 2511.65 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 2511.65 2511.65 2512.06 2513.30 2512.44 2513.23 2513.48 2512.54 NM 2512.39 2512.30 2512.10 2512.20 2513.48 2513.48 2511.65 1.83 -2516.53 Calculation
BLE-21 2507.57 2510.74 2493.24 2492.14 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 2492.14 2491.74 2492.22 2492.88 2493.69 2494.14 2495.04 2494.66 NM 2493.90 2493.39 2492.79 2493.14 2495.04 2495.04 2491.74 3.30 -2498.09 Calculation
BLE-22 2549.72 2552.96 2506.96 2508.60 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 2508.60 2508.17 2507.91 2507.87 2507.91 2508.72 2509.16 NM NM NM NM NM 2509.26 2509.26 2509.26 2507.87 1.39 -2512.32 Calculation
BLE-23 2605.44 2608.69 2526.69 2527.54 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 2527.54 2527.29 2527.09 2526.83 2526.59 2526.54 2526.18 2526.33 NM 2526.61 2526.62 2526.63 2526.82 2527.54 2527.54 2526.18 1.36 -2530.59 Calculation
BLE-24 2571.05 2575.05 2505.05 2506.59 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 2506.59 2506.58 2506.43 2506.20 2506.05 2505.97 2505.89 2506.25 NM 2507.11 2507.65 2507.34 2507.57 2507.65 2507.65 2505.89 1.76 -2510.70 Calculation
MW-1A 2517.97 2520.02 UK UK 2503.77 2503.33 2502.69 2502.39 2502.14 2502.30 2502.97 2501.58 2502.47 2500.81 2500.65 2496.12 2495.46 2495.06 2494.94 2495.33 2496.07 2500.20 2494.95 2496.31 2496.77 2501.79 2499.68 2502.29 2500.52 2506.63 2497.93 2502.59 2501.51 2502.29 2500.52 2501.47 2498.12 2496.65 2498.02 2499.77 2500.92 2501.84 2502.70 2502.25 2501.72 2501.54 2501.16 2500.72 2500.35 2502.70 2506.63 2494.94 11.69 3.93 2506.63 Max 6/98-7/16
MW-2 2494.43 2496.71 UK UK 2467.35 2466.91 2466.14 2465.61 2465.53 2466.65 2467.78 2466.00 2467.47 2465.84 2466.68 2465.36 2465.26 2465.15 2465.20 2465.44 2466.10 2467.21 2465.22 2467.35 2465.93 2467.78 2465.65 2467.80 2465.84 2467.39 2465.78 2467.96 2466.62 2467.53 2466.01 2467.69 NM NM 2466.03 NM NM NM NM NM 2467.37 NM NM NM NM 2467.37 2467.96 2465.15 2.81 0.59 2467.96 Max 6/98-7/16
MW-2D 2494.69 2496.89 UK UK NM NM NM NM NM 2466.89 2468.06 2466.26 2467.71 2466.03 2466.89 2465.55 2465.39 2465.35 2465.34 2465.64 2466.25 2465.29 2465.29 2467.64 2465.71 2468.07 2465.84 2468.06 2466.29 2467.60 2466.00 2468.22 2466.76 2467.76 2466.19 2467.89 NM NM 2466.29 NM NM NM NM NM 2467.59 NM NM NM NM 2467.59 2468.22 2465.29 2.93 0.63 2468.22 Max 6/98-7/16
MW-3 2435.06 2437.28 UK UK 2429.72 2429.20 2428.03 2426.93 2426.51 2428.99 2430.58 2428.38 2430.60 2428.07 2428.93 2427.02 2426.70 2426.39 2426.51 2427.17 2428.01 2426.87 2426.87 2429.04 NM NM A A A A A A A A A A A A A A A A A A A A A A A -2430.60 2426.39 4.21 ---
MW-3r 2459.53 2462.61 UK UK NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 2428.01 2430.55 2431.45 2433.91 2429.19 2432.38 2431.25 2432.37 2429.91 2431.60 NM NM 2429.16 NM NM NM NM NM 2431.92 NM NM NM NM 2431.92 2433.91 2428.01 5.90 1.99 2433.91 Max 6/98-7/16
MW-3D 2434.17 2436.94 UK UK NM NM NM NM NM 2420.62 2421.37 2420.13 2421.17 2420.23 2420.24 2419.58 2419.45 2419.30 2419.31 2419.57 2419.89 2420.55 2419.39 2420.17 NM NM A A A A A A A A A A A A A A A A A A A A A A A -2421.37 2419.30 2.07 ---
MW-3Dr 2458.42 2461.89 UK UK NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 2423.77 2425.56 2427.12 2428.84 2424.34 2426.49 2425.79 2426.49 2425.00 2425.83 NM NM 2424.39 NM NM NM NM NM 2425.91 NM NM NM NM 2425.91 2428.84 2423.77 5.07 2.93 2428.84 Max 6/98-7/16
MW-4A 2491.60 2493.85 UK UK 2459.44 2463.46 2462.80 2456.35 2460.26 2451.96 2451.41 2450.77 2448.97 2447.77 2447.46 2448.14 2448.14 2448.27 2448.19 2448.07 2448.08 2448.07 2448.02 2447.98 NM 2449.03 2447.47 2449.80 2449.77 2451.82 2447.53 2450.86 2448.71 2450.24 2449.33 2449.90 NM NM 2449.57 NM NM NM NM NM 2449.59 NM NM NM NM 2449.59 2463.46 2447.46 16.00 13.87 2463.46 Max 6/98-7/16
MW-5A 2502.29 2503.58 UK UK 2497.22 2496.56 2496.28 2495.95 2495.88 2497.43 2498.48 2497.49 2499.28 NM 2498.08 2496.80 2497.12 2497.06 2497.14 2497.34 2497.59 2497.62 2496.33 2497.58 A A A A A A A A A A A A A A A A A A A A A A A A A 2497.59 2499.28 2495.88 3.40 -2499.28 Max 6/98-7/16
MW-5D 2502.18 2502.90 UK UK 2496.24 2495.85 2495.69 2495.52 2495.50 2496.25 2496.92 2496.30 2497.58 NM 2496.72 2495.82 2496.14 2496.31 2496.38 2496.55 2496.75 2496.81 2495.65 2496.71 A A A A A A A A A A A A A A A A A A A A A A A A A 2496.75 2497.58 2495.50 2.08 -2497.58 Max 6/98-7/16
MW-8 2474.84 2477.33 UK UK NM NM NM NM NM 2446.80 2447.63 2446.30 2447.37 2445.96 2446.59 2445.30 2445.00 2444.77 2444.79 2445.05 2445.63 2446.61 2445.25 2446.52 2445.92 2447.14 2445.79 2447.18 2448.59 2449.61 2446.19 2447.84 2447.01 2447.57 2446.49 2447.43 2446.27 2446.09 2446.26 2446.78 2447.01 2447.47 2447.87 2447.68 2447.31 2447.25 2446.90 2446.61 2446.41 2447.87 2449.61 2444.77 4.84 1.74 2449.61 Max 6/98-7/16
MW-9 UK 2430.15 UK UK NM NM NM NM NM 2420.90 2421.02 2420.83 2420.99 2421.09 2420.87 NM NM NM NM NM NM 2420.75 2420.16 2420.78 NM NM A A A A A A A A A A A A A A A A A A A A A A A -2421.09 2420.16 0.93 ---
MW-11S UK 2674.58 UK UK NM NM NM NM NM 2590.86 2592.08 2593.90 2594.94 2595.11 2593.96 NM NM NM NM NM NM 2590.76 2589.38 2587.83 2587.19 2588.70 2591.52 2591.48 2592.19 2592.27 2593.01 2592.83 2594.83 2595.97 2596.67 2594.99 2593.92 2593.73 2593.58 2593.32 2592.03 2592.80 2592.25 2591.27 2592.33 2592.55 2592.83 2592.87 2593.08 2593.92 2596.67 2587.19 9.48 2.75 2596.67 Max 6/98-7/16
MW-11D 2672.01 2674.89 UK UK NM NM NM NM NM 2590.52 2591.74 2593.52 2594.30 2594.57 2593.35 NM NM NM NM NM NM 2590.13 2588.59 2587.27 2586.84 2588.42 2591.75 2590.93 2591.79 2591.60 2592.55 2592.31 2594.39 2598.38 2595.95 2594.30 2593.29 2593.08 2592.89 2592.59 2593.32 2592.10 2591.61 2591.63 2591.73 2591.98 2592.02 2592.29 2592.43 2593.32 2598.38 2586.84 11.54 5.06 2598.38 Max 6/98-7/16
MW-12 2526.93 2529.63 UK UK NM NM NM NM NM 2517.33 2518.09 2517.43 2518.63 2517.51 2517.73 2517.03 2516.86 2516.89 2516.93 2517.20 2517.40 2517.68 2516.79 2517.45 A A A A A A A A A A A A A A A A A A A A A A A A A 2517.40 2518.63 2516.79 1.84 -2518.63 Max 6/98-7/16
MW-13S 2529.67 2532.20 UK UK NM NM NM NM NM 2519.53 2520.35 2519.88 2520.50 2519.41 2519.82 2518.68 2518.44 2518.36 2518.34 2518.57 2518.84 2519.49 2518.27 2519.26 A A A A A A A A A A A A A A A A A A A A A A A A A 2518.84 2520.50 2518.27 2.23 -2520.50 Max 6/98-7/16
MW-13D 2528.11 2530.86 UK UK NM NM NM NM NM 2518.22 2519.03 2518.55 2519.10 2518.23 2518.50 2517.64 2517.46 2517.34 2517.29 2517.53 2517.76 2518.29 2517.18 2518.11 A A A A A A A A A A A A A A A A A A A A A A A A A 2517.76 2519.10 2517.18 1.92 -2519.10 Max 6/98-7/16
MW-14 UK 2711.69 UK UK NM NM NM NM NM 2612.36 2613.19 2613.51 2612.41 2611.74 2610.50 NM NM NM NM NM NM 2607.56 2605.84 2605.24 2605.62 2608.80 2608.74 2609.52 2610.00 2610.97 2610.89 2612.02 2613.47 2614.29 2613.78 2612.47 NM NM 2610.39 NM NM NM NM NM 2611.08 NM NM NM NM 2611.08 2614.29 2605.24 9.05 3.21 2614.29 Max 6/98-7/16
MW-15 UK 2547.41 UK UK NM NM NM NM NM 2538.49 2538.70 2538.39 2538.71 2538.33 2538.33 NM NM NM NM NM NM 2538.06 2536.73 NS 2537.30 2541.26 2537.61 2538.26 2537.76 2539.19 2537.72 2538.24 2537.98 2538.31 2537.93 2538.37 NM NM 2537.72 NM NM NM NM NM 2538.27 NM NM NM NM 2538.27 2541.26 2536.73 4.53 2.99 2541.26 Max 6/98-7/16
MW-16 2516.07 2519.35 UK UK NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 2482.85 2483.59 2483.74 2484.10 2484.00 2484.16 2484.06 2484.21 2484.16 2484.24 2484.05 2484.00 2484.19 2484.40 2484.21 2484.44 2484.46 2484.38 2484.37 2484.30 2484.25 2484.20 2484.20 2484.46 2484.46 2482.85 1.61 0.00 2484.46 Max 6/98-7/16
MW-17 2539.13 2542.55 UK UK NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 2485.05 2485.66 2485.55 2485.77 2485.79 2486.21 2485.85 2486.23 2485.66 2485.70 2485.54 2484.81 2485.60 2485.89 2486.61 2486.25 2486.44 2486.73 2486.21 2485.97 2485.64 2485.56 2485.77 2486.73 2486.73 2484.81 1.92 0.00 2486.73 Max 6/98-7/16
P-4 2571.25 2573.14 UK UK 2503.85 2504.56 2504.34 2504.73 2503.73 NM NM NM NM NM NM 2496.95 2496.69 2496.44 2496.33 2496.06 2495.85 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2496.95 2504.73 2495.85 8.88 -2504.73 Max 6/98-7/16
P-5 2485.02 2487.78 UK UK 2462.73 2461.36 2460.35 2459.62 2459.15 NM NM NM NM NM NM 2456.34 2455.93 2455.73 2455.67 2456.55 2458.26 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM 2458.26 2462.73 2455.67 7.06 -2462.73 Max 6/98-7/16
P-6 2594.13 2597.74 UK UK 2538.68 2538.83 2538.71 2538.57 2538.23 NM NM NM NM NM NM 2536.05 2535.87 2535.59 2535.50 2535.27 2535.05 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2536.05 2538.83 2535.05 3.78 -2538.83 Max 6/98-7/16
AVG (Avg Diff) (9)3.05
DEPTH TO WATER BELOW GROUND SURFACE Notes:
GROUND TOC 1998 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015
WELL ELEV.ELEV.TOB 24-Hr 6/9/98 7/7/98 8/17/98 9/25/98 10/27/98 10/21/04 4/18/05 10/13/05 4/25/06 10/20/06 4/26/07 9/20/07 10/25/07 11/30/07 12/14/07 1/16/08 2/14/08 4/24/08 10/20/08 4/22/09 10/26/09 4/22/10 10/27/10 4/29/11 10/25/11 4/20/12 10/23/12 4/23/13 10/24/13 4/24/14 10/27/14 4/27/15 8/31/15 9/28/15 10/29/15 11/30/15 12/16/15 1/28/16 2/26/16 3/22/16 4/19/16 4/27/16 5/27/16 6/28/16 7/29/16 1. TOB = Time Of Boring
BLE-1 2574.23 2577.77 48.00 42.50 NP NP NP NP NP NP NP NP NP NP NP 43.11 43.48 43.87 44.01 44.38 44.59 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2. TOC = Top Of Casing
BLE-2 2525.68 2529.57 17.10 12.45 NP NP NP NP NP NP NP NP NP NP NP 12.71 12.61 12.64 12.58 12.26 11.92 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 3. NP = Not Present at time of measurement
BLE-3 2519.77 2523.43 19.50 18.44 NP NP NP NP NP NP NP NP NP NP NP 18.82 18.60 18.52 18.43 18.19 17.90 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 4. NM = Not Measured
BLE-5 2497.10 2500.99 11.30 4.60 NP NP NP NP NP NP NP NP NP NP NP 5.12 4.46 4.62 4.29 3.99 3.77 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 5. UK= unknown
BLE-6 2532.96 2536.67 44.65 44.71 NP NP NP NP NP NP NP NP NP NP NP 44.72 44.80 44.49 44.42 44.19 44.03 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 6. Measurements are in feet; elevations are relative to mean sea level.
BLE-7S 2492.12 2495.30 10.30 7.80 NP NP NP NP NP NP NP NP NP NP NP 8.40 8.81 8.36 8.13 7.43 7.29 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 7. Bold elevations represent highest observed elevations between 6/9/98 to 7/29/16.
BLE-7D 2491.92 2495.70 8.30 8.40 NP NP NP NP NP NP NP NP NP NP NP 7.51 7.19 7.45 7.27 6.87 6.68 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 8. The Seasonal High Groundwater Elevation represenst the highest water level elevation collected during
BLE-9 2552.54 2556.63 42.70 43.00 NP NP NP NP NP NP NP NP NP NP NP 43.26 46.26 46.81 46.94 47.15 47.43 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A monthly water levels collected during the Phase 3-4 DHR (September 2007 and February 2008)
BLE-10 2612.97 2615.73 61.50 NM NP NP NP NP NP NP NP NP NP NP NP 61.75 61.94 62.52 68.69 69.17 69.56 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A and the Phase 4-5 DHR (August 2015 to July 2016).
BLE-11 2630.61 2634.27 89.70 84.60 NP NP NP NP NP NP NP NP NP NP NP 89.66 89.86 90.44 90.49 91.04 91.40 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 9. On the average, the groundwater levels in the pre-existing monitoring wells and piezometers have typically
BLE-12 2620.95 2624.50 75.90 75.90 NP NP NP NP NP NP NP NP NP NP NP 75.76 76.01 76.60 76.68 77.22 77.65 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A varied on the average of 3.05 feet between the historical highest water level elevations and the
BLE-13 2609.39 2612.66 69.00 67.50 NP NP NP NP NP NP NP NP NP NP NP 66.95 66.99 67.32 67.41 67.79 68.20 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A 2007-2008/2015-2016 seasonal high levels.
BLE-14 2610.41 2613.65 59.10 59.20 NP NP NP NP NP NP NP NP NP NP NP 59.20 59.31 59.81 59.92 60.44 60.95 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A
BLE-15 2584.11 2587.90 57.75 57.10 NP NP NP NP NP NP NP NP NP NP NP 56.93 57.24 57.62 57.68 57.87 57.58 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A
BLE-16 2614.70 2618.50 68.50 62.21 NP NP NP NP NP NP NP NP NP NP NP 59.07 59.45 60.15 60.28 60.90 61.36 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A
BLE-17 2611.46 2615.91 72.95 66.66 NP NP NP NP NP NP NP NP NP NP NP 89.74 73.87 74.46 74.52 75.14 75.58 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A
BLE-18 2582.582 2585.86 55.00 53.70 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 50.43 50.89 50.92 50.82 50.66 49.98 49.76 48.85 NM 48.62 48.92 49.12 49.42
BLE-19 2541.762 2545.82 43.00 38.20 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 34.08 34.25 33.85 33.39 33.37 32.85 32.35 32.74 NM 32.95 34.56 33.54 33.46
BLE-20 2521.005 2524.15 18.00 12.50 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 9.36 9.36 8.95 7.71 8.57 7.78 7.53 8.47 NM 8.62 8.71 8.91 8.81
BLE-21 2507.566 2510.74 17.50 18.60 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 15.43 15.83 15.35 14.69 13.88 13.43 12.53 12.91 NM 13.67 14.18 14.78 14.43
BLE-22 2549.724 2552.96 46.00 44.36 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 41.12 41.55 41.81 41.85 41.81 41.00 40.56 NM NM NM NM NM 40.46
BLE-23 2605.439 2608.69 82.00 81.15 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 77.90 78.15 78.35 78.61 78.85 78.90 79.26 79.11 NM 78.83 78.82 78.81 78.62
BLE-24 2571.05 2575.05 70.00 68.46 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 64.46 64.47 64.62 64.85 65.00 65.08 65.16 64.80 NM 63.94 63.40 63.71 63.48
MW-1A 2517.97 2520.02 UK UK 14.20 14.64 15.28 15.58 15.83 15.67 15.00 16.39 15.50 17.16 17.32 21.85 22.51 22.91 23.03 22.64 21.90 17.77 23.02 21.66 21.20 16.18 18.29 15.68 17.45 11.34 20.04 15.38 16.46 15.68 17.45 16.50 19.85 21.32 19.95 18.20 17.05 16.13 15.27 15.72 16.25 16.43 16.81 17.25 17.62
MW-2 2494.43 2496.71 UK UK 27.08 27.52 28.29 28.82 28.90 27.78 26.65 28.43 26.96 28.59 27.75 29.07 29.17 29.28 29.23 28.99 28.33 27.22 29.21 27.08 28.50 26.65 28.78 26.63 28.59 27.04 28.65 26.47 27.81 26.90 28.42 26.74 NM NM 28.40 NM NM NM NM NM 27.06 NM NM NM NM
MW-2D 2494.69 2496.89 UK UK NM NM NM NM NM 27.80 26.63 28.43 26.98 28.66 27.80 29.14 29.30 29.34 29.35 29.05 28.44 29.40 29.40 27.05 28.98 26.62 28.85 26.63 28.40 27.09 28.69 26.47 27.93 26.93 28.50 26.80 NM NM 28.40 NM NM NM NM NM 27.10 NM NM NM NM
MW-3 2435.06 2437.28 UK UK 5.34 5.86 7.03 8.13 8.55 6.07 4.48 6.68 4.46 6.99 6.13 8.04 8.36 8.67 8.55 7.89 7.05 8.19 8.19 6.02 NM NM A A A A A A A A A A A A A A A A A A A A A A A
MW-3r 2459.53 2462.61 UK UK NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 31.52 28.98 28.08 25.62 30.34 27.15 28.28 27.16 29.62 27.93 NM NM 30.37 NM NM NM NM NM 27.61 NM NM NM NM
MW-3D 2434.17 2436.94 UK UK NM NM NM NM NM 13.55 12.80 14.04 13.00 13.94 13.93 14.59 14.72 14.87 14.86 14.60 14.28 13.62 14.78 14.00 NM NM A A A A A A A A A A A A A A A A A A A A A A A
MW-3Dr 2458.42 2461.89 UK UK NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 34.65 32.86 31.30 29.58 34.08 31.93 32.63 31.93 33.42 32.59 NM NM 34.03 NM NM NM NM NM 32.51 NM NM NM NM
MW-4A 2491.60 2493.85 UK UK 36.75 32.73 33.39 39.84 35.93 44.23 44.78 45.42 47.22 48.42 48.73 48.05 48.05 47.92 48.00 48.12 48.11 48.12 48.17 48.21 NM 42.57 44.13 41.80 41.83 39.78 44.07 40.74 42.89 41.36 42.27 41.70 NM NM 42.03 NM NM NM NM NM 42.01 NM NM NM NM
MW-5A 2502.29 2503.58 UK UK 5.07 5.73 6.01 6.34 6.41 4.86 3.81 4.80 3.01 NM 4.21 5.49 5.17 5.23 5.15 4.95 4.70 4.67 5.96 4.71 A A A A A A A A A A A A A A A A A A A A A A A A A
MW-5D 2502.18 2502.90 UK UK 5.94 6.33 6.49 6.66 6.68 5.93 5.26 5.88 4.60 NM 5.46 6.36 6.04 5.87 5.80 5.63 5.43 5.37 6.53 5.47 A A A A A A A A A A A A A A A A A A A A A A A A A
MW-8 2474.84 2477.33 UK UK NM NM NM NM NM 28.04 27.21 28.54 27.47 28.88 28.25 29.54 29.84 30.07 30.05 29.79 29.21 28.23 29.59 28.32 28.92 27.70 29.05 27.66 26.25 25.23 28.65 27.00 27.83 27.27 28.35 27.41 28.57 28.75 28.58 28.06 27.83 27.37 26.97 27.16 27.53 27.59 27.94 28.23 28.43
MW-9 UK 2430.15 UK UK NM NM NM NM NM UK UK UK UK UK UK NM NM NM NM NM NM UK UK UK NM NM A A A A A A A A A A A A A A A A A A A A A A A
MW-11S UK 2674.58 UK UK NM NM NM NM NM UK UK UK UK UK UK NM NM NM NM NM NM UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK
MW-11D 2672.01 2674.89 UK UK NM NM NM NM NM 81.49 80.27 78.49 77.71 77.44 78.66 NM NM NM NM NM NM 81.88 83.42 84.74 85.17 83.59 80.26 81.08 80.22 80.41 79.46 79.70 77.62 73.63 76.06 77.71 78.72 78.93 79.12 79.42 78.69 79.91 80.40 80.38 80.28 80.03 79.99 79.72 79.58
MW-12 2526.93 2529.63 UK UK NM NM NM NM NM 9.60 8.84 9.50 8.30 9.42 9.20 9.90 10.07 10.04 10.00 9.73 9.53 9.25 10.14 9.48 A A A A A A A A A A A A A A A A A A A A A A A A A
MW-13S 2529.67 2532.20 UK UK NM NM NM NM NM 10.14 9.32 9.79 9.17 10.26 9.85 10.99 11.23 11.31 11.33 11.10 10.83 10.18 11.40 10.41 A A A A A A A A A A A A A A A A A A A A A A A A A
MW-13D 2528.11 2530.86 UK UK NM NM NM NM NM 9.89 9.08 9.56 9.01 9.88 9.61 10.47 10.65 10.77 10.82 10.58 10.35 9.82 10.93 10.00 A A A A A A A A A A A A A A A A A A A A A A A A A
MW-14 UK 2711.69 UK UK NM NM NM NM NM UK UK UK UK UK UK NM NM NM NM NM NM UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK NM NM UK NM NM NM NM NM UK NM NM NM NM
MW-15 UK 2547.41 UK UK NM NM NM NM NM UK UK UK UK UK UK NM NM NM NM NM NM UK UK UK UK UK UK UK UK UK UK UK UK UK UK UK NM NM UK NM NM NM NM NM UK NM NM NM NM
MW-16 2516.07 2519.35 UK UK NP NP NP NP NP UK UK UK UK UK UK NP NP NP NP NP NP NP NP NP NP NP 33.22 32.48 32.33 31.97 32.07 31.91 32.01 31.86 31.91 31.83 32.02 32.07 31.88 31.67 31.86 31.63 31.61 31.69 31.70 31.77 31.82 31.87 31.87
MW-17 2539.13 2542.55 UK UK NP NP NP NP NP UK UK UK UK UK UK NP NP NP NP NP NP NP NP NP NP NP 54.08 53.47 53.58 53.36 53.34 52.92 53.28 52.90 53.47 53.43 53.59 54.32 53.53 53.24 52.52 52.88 52.69 52.40 52.92 53.16 53.49 53.57 53.36
P-4 2571.25 2573.14 UK UK 67.40 66.69 66.91 66.52 67.52 NM NM NM NM NM NM 74.30 74.56 74.81 74.92 75.19 75.40 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A
P-5 2485.02 2487.78 UK UK 22.29 23.66 24.67 25.40 25.87 NM NM NM NM NM NM 28.68 29.09 29.29 29.35 28.47 26.76 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM
P-6 2594.13 2597.74 UK UK 55.45 55.30 55.42 55.56 55.90 NM NM NM NM NM NM 58.08 58.26 58.54 58.63 58.86 59.08 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A
Table 3
1957-51 WOLF DHR Phases 4 & 5.xls
Prepared By: IAI
Checked By: AWA/MSP
TABLE 4
SUMMARY OF IN-SITU HYDRAULIC CONDUCTIVITY TESTING - SLUG TEST RESULTS
White Oak MSW Landfill - Phase 4 & 5 DHR
Haywood County, North Carolina
BLE Project Number J15-1957-51
Hydraulic Conductivity (K)
Well Method Data Type Aquifer Unit ft/min cm/sec ft/day
BLE-11 Bouwer-Rice Falling Head Phase 4 Deep Residuum 2.2E-05 1.1E-05 0.032
BLE-14 Bouwer-Rice Falling Head Phase 4 Partially Weathered Rock 5.2E-05 2.6E-05 0.074
BLE-18 Bouwer-Rice Falling Head Phase 5 Partially Weathered Rock 4.3E-03 2.2E-03 6.146
BLE-19 Bouwer-Rice Falling Head Phase 5 Partially Weathered Rock 3.9E-03 2.0E-03 5.613
BLE-22 Bouwer-Rice Falling Head Phase 5 Bedrock 2.6E-03 1.3E-03 3.750
BLE-24 Bouwer-Rice Falling Head Phase 5 Bedrock 1.1E-04 5.4E-05 0.154
Deep Residuum Hydraulic Conductivity 2.2E-05 1.1E-05 0.032
Partially Weathered Rock Maximum Hydraulic Conductivity 4.3E-03 2.2E-03 6.15
Geometric Mean Hydraulic Conductivity 9.5E-04 4.8E-04 1.37
Minimum Hydraulic Conductivity 5.2E-05 2.6E-05 0.074
Bedrock Maximum Hydraulic Conductivity 2.6E-03 1.3E-03 3.75
Geometric Mean Hydraulic Conductivity 5.3E-04 2.7E-04 0.76
Minimum Hydraulic Conductivity 1.1E-04 5.4E-05 0.15
All Units Maximum Hydraulic Conductivity 4.3E-03 2.2E-03 6.15
Geometric Mean Hydraulic Conductivity 4.2E-04 2.1E-04 0.60
Minimum Hydraulic Conductivity 2.2E-05 1.1E-05 0.03
Notes:
1. K = Hydraulic Conductivity
2. The data was reduced and the hydraulic conductivities calculated using SuperSlug (version 3.2)
Table 4
1957-51 WOLF DHR Phases 4 & 5.xls
Prepared By: AWA
Checked By: MSP
TABLE 5
SUMMARY OF LABORATORY RESULTS - SPLIT SPOON & SHELBY TUBE SAMPLES
White Oak MSW Landfill - Phase 4 & 5 DHR
Haywood County, North Carolina
BLE Project Number J15-1957-51
Triaxial Shear Consolidation
Split-Spoon Shelby Tube Hydraulic Cond.Nat. Moisture Cohesion (ksf)F (degree)Precon. Press.Virgin Slope Void Ratio Effective Total Atterberg Limits Grain Size (% by wt)
Boring Depth (ft)Depth (ft)Soil Unit (cm/sec)Content (%)Total Effective Total Effective Pc (ksf)at 16ksf Cc (eo)Porosity (%)Porosity (%)LL PL PI Gravel Sand Silt Clay USCS
BLE-1 -3.5 - 5.5 upper residuum 2.6E-04 32.1%-------20.2%47.9%59 46 13 0.0%36.6%57.2%6.2%MH
BLE-1 63.5 - 65.0 -PWR -12.6%-------30.5%49.0%29 26 3 0.8%70.8%26.8%1.6%SM
BLE-10 -1.0 - 3.0 deep residuum 5.4E-05 20.3%----8.06 0.12 0.760 27.5%45.7%55 49 6 0.0%65.6%30.3%4.1%SM
BLE-10 -9.5 - 11.5 deep residuum 2.4E-05 24.2%-------21.0%46.4%45 38 7 0.0%42.3%51.3%6.4%ML
BLE-11 6.0 - 7.5 -upper residuum -20.2%-------21.0%52.5%52 38 14 0.0%47.8%43.6%8.6%MH
BLE-13 -23.5 - 25.0 deep residuum 6.9E-05 21.2%-------22.0%44.9%42 35 7 0.0%41.2%55.8%3.0%ML
BLE-13 43.5 - 45.0 -deep residuum -15.5%-------23.0%48.0%45 34 11 9.2%54.9%26.4%9.5%SM
BLE-15 8.5 - 10.0 -upper residuum -27.9%-------3.5%50.5%52 34 18 0.4%26.6%35.8%37.2%MH
BLE-16 73.5 - 75.0 -deep residuum -22.2%-------22.5%52.5%37 32 5 0.4%51.3%41.6%6.7%SM
BLE-17 98.5 - 100.0 -PWR -13.7%-------23.5%49.5%30 26 4 1.3%58.8%31.8%8.1%SM
BLE-9/-10 -13.5-15.0/9.5-11.5 deep residuum --0.063 0.064 18.80 36.73 ------------SM
BLE-18 3.5 - 5.0 -Fill ---------16.5%50.0%42 35 7 0.0%48.9%36.8%14.3%ML
BLE-18 13.5 - 15.0 -Fill ---------4.0%49.5%48 35 13 0.0%32.6%33.2%34.2%ML
BLE-18 63.5 - 65.0 -PWR ---------24.5%50.5%29 27 2 0.0%58.4%34.7%6.9%SM
BLE-19 -11.0 - 12.5 upper residuum 6.2E-05 19.1%-------18.0%42.1%35 31 4 0.0%47.0%41.1%11.9%ML
BLE-19 -21.0 - 22.5 deep residuum 1.2E-04 13.7%-------27.0%33.6%32 30 2 0.7%61.7%33.2%4.4%SM
BLE-19 43.5 - 45.0 -PWR ---------24.5%52.5%26 25 1 0.0%53.2%41.5%5.3%SM
BLE-20 3.5 - 5.0 -upper residuum ---------19.5%53.0%38 34 4 0.0%43.0%48.1%8.9%ML
BLE-20 33.5 - 35.0 -PWR ---------24.5%52.5%32 27 5 0.0%54.3%41.0%4.7%SM
BLE-21 3.5 - 5.0 -upper residuum ---------20.5%56.0%45 38 7 0.0%38.0%57.1%4.9%ML
BLE-21 23.5 - 25.0 -deep residuum ---------22.0%55.0%41 36 5 0.0%43.0%52.1%4.9%ML
BLE-22 -15.0 - 17.0 upper residuum 9.8E-06 19.9%-------19.5%40.5%42 37 5 0.0%40.3%51.8%7.9%ML
BLE-22 -30.0 - 32.0 deep residuum -27.1%0.3422 0.2164 15.7 27.42 ---18.0%42.2%37 31 6 0.0%46.9%41.2%11.9%ML
BLE-22 63.5 - 65.0 -PWR ---------27.5%47.5%26 24 2 3.4%69.2%22.4%5.0%SM
BLE-23 -8.0 - 10.0 upper residuum 8.1E-05 22.7%-------21.5%46.7%50 45 5 0.0%43.6%50.5%5.9%MH
BLE-23 -20.0 - 22.0 deep residuum 2.8E-05 14.9%-------21.0%39.4%34 30 4 0.0%48.0%44.1%7.9%ML
BLE-23 63.5 - 65.0 -deep residuum ---------20.0%53.5%40 33 7 0.0%43.8%48.1%8.1%ML
Notes:
1. Effective Porosity (Specific Yield) is based on grain size analyses and Figure 4.11 (Fetter, 1994)
2. Total Porosity values in italic case are based on grain size analyses.
3. USCS = Unified Soil Classification System. Refer to Appendix C for a description of the abbreviations.
Table 5
1957-51 WOLF DHR Phases 4 & 5.xls
Prepared By: IAI/MSP
Checked By: JH/MSP
TABLE 6
SUMMARY OF LABORATORY RESULTS - REMOLDED BAG SAMPLES
White Oak MSW Landfill - Phase 4 & 5 DHR
Haywood County, North Carolina
BLE Project Number J15-1957-51
Standard Proctor Remolded Permeability Conditions Remolded Triaxial Shear
Bag Sample Soil Natual Opt. Moisture Max. Dry Effective Moisture % Wet Dry Density Hydraulic Cohesion (ksf)F (degree)Atterberg Limits Grain Size (% by wt)
Boring Depth (ft)Unit Moisure Content (%)Density (pcf)Stress(PSI)Content (%)of Opt.(pcf)% of MDD Cond. (cm/sec)Total Effective Total Effective LL PL PI Gravel Sand Silt Clay USCS
BLE-11 15.5 - 18.0 deep residuum -22.4%97.9 15 28.0%5.6%93.0 95.0%2.9E-07 ----59 37 22 0.4%32.9%37.5%29.2%MH
BLE-14 16.0 - 18.0 upper residuum -23.8%94.7 15 31.0%7.2%90.1 95.1%4.8E-07 ----63 40 23 0.0%24.0%46.7%29.3%MH
BLE-15 1.0 - 8.0 upper residuum -25.6%94.3 15 31.1%5.5%89.6 95.0%8.8E-08 ----63 35 28 0.5%15.5%25.6%58.4%MH
BLE-23 1.0 - 5.0 upper residuum -20.9%96.1 ------0.1233 0 18.93 33.22 55 39 16 0.0%27.0%41.3%31.7%MH
Notes:
1. USCS = Unified Soil Classification System. Refer to Appendix C for a description of the abbreviations.
Table 6
1957-51 WOLF DHR Phases 4 & 5.xls
Prepared By: IAI/MSP
Checked By: JH/MSP
TABLE 7
INTERSTITIAL GROUNDWATER FLOW VELOCITY CALCULATIONS
White Oak MSW Landfill - Phase 4 & 5 DHR
Haywood County, North Carolina
BLE Project Number J15-1957-51
Hydraulic Hydraulic Effective Groundwater
Geologic Unit Velocity Calculation Conductivity (K)Gradient (i)Porosity (ne)Flow Velocity (V)
(feet per day)(unitless)(unitless)(feet per day)
K, Average ne & i 0.032 0.143 0.224 0.020
Deep Residuum K, Max ne , & Min i 0.032 0.0556 0.275 0.0065
K, Min n e , & Max i 0.032 0.231 0.180 0.041
Max K , Max n e, & Min i 6.15 0.0556 0.305 1.12
Partially Weathered Rock Geometric Mean K, and Average n e & i 1.37 0.143 0.258 0.76
Max K, and Average n e & i 6.15 0.143 0.258 3.41
Min K, Min ne , & Max i 0.074 0.231 0.235 0.073
Max K , Max n e, & Min i 3.75 0.0556 0.100 2.09
Bedrock Geometric Mean K, and Average n e & i 0.76 0.143 0.075 1.45
Max K, and Average n e & i 3.75 0.143 0.075 7.17
Min K, Min ne , & Max i 0.15 0.231 0.050 0.69
Notes:
1. Groundwater velocity derived from V = Ki/ne where:
K = hydraulic conductivity, i = hydraulic gradient, and ne = effective porosity.
2. The hydraulic conductivity values in the Deep Residuum, Partially Weathered Rock,
and Bedrock are from slug tests (Table 4).
3. Effective porosity values in the Deep Residuum and Partially Weathered Rock
are from soil laboratory tests (Table 5).
4. Effective porosity values in the Bedrock are from published values (5 to 10 percent) (Kruseman & deRidder, 1989).
5. Hydraulic gradient information is from the October 29, 2015 Water Table Contour Map (Figure 6).
6. The high velocity hydraulic gradient (0.231 ft/ft) is in the northern portion of Phase 4.
(maximum calculated hydraulic gradient of 0.231 [260 feet between the 2470-ft and 2530-ft contours]).
7. The low velocity hydraulic gradient (0.0556 ft/ft) is in the northern portion of Phase 5.
(minimum calculated hydraulic gradient of 0.0556 [180 feet between the 2540-ft and 2550-ft contours]).
8. Upper Residuum is typically above the water table, and is therefore not used in the calculations on this Table.
Table 7
1957-51 WOLF DHR Phases 4 & 5.xls
Prepared By: MSP
Checked By: DPO
TABLE 8
SUMMARY OF HYDROGEOLOGIC CHARACTERISTICS OF GEOLOGIC UNITS
White Oak MSW Landfill - Phase 4 & 5 DHR
Haywood County, North Carolina
BLE Project Number J15-1957-51
Geologic Unit USCS Grain Size Total Porosity Effective Porosity Hydraulic Conductivity (cm/sec)
gravel sand silt clay max min average geomean max min average geomean max min geomean
Upper Residual Soil CL, ML, MH 0.1%40.4%48.2%11.4%56.0%40.5%48.6%48.4%21.5%3.5%18.0%16.1%2.6E-04 9.8E-06 6.0E-05
Deep Residual Soil SM, ML 1.0%49.9%42.4%6.7%55.0%33.6%46.1%45.7%27.5%18.0%22.4%22.2%1.2E-04 1.1E-05 5.0E-05
Partially Weathered Rock SM 0.9%60.8%33.0%5.3%52.5%47.5%50.3%50.2%30.5%23.5%25.8%25.7%2.2E-03 4.8E-04 2.6E-05
Bedrock Biotite-Quartz-Feldspar ----10.0%5.0%7.5%7.1%10.0%5.0%7.5%7.1%1.3E-03 2.7E-04 5.4E-05
Gneiss
Notes:
1. Values are summarized from Table 4 (Summary of Slug Test Results) and Table 5 (Summary of Laboratory Results).
The hydraulic conductivity values for the Deep Residuum, Partially Weathered Rock, and Bedrock are from slug testing, and from soil laboratory testing in the Upper Residuum and Deep Residuum.
2. Grain size values are averages.
3. "geomean" is the geometric mean.
4. Values of porosity in Bedrock are from published values (Kruseman & deRidder, 1989).
Table 8
1957-51 WOLF DHR Phases 4 & 5.xls
Prepared By: MSP
Checked By: DPO

FIGURES

APPENDICES

APPENDIX A

DRILLING AND SAMPLING PROCEDURES

APPENDIX A

DRILLING AND SAMPLING PROCEDURES

SOIL TEST BORINGS

Soil test borings were advanced by mechanically twisting a continuous flight steel auger into the
soil. Soil sampling and penetration testing were performed in general accordance with ASTM D
1586. At regular intervals, soil samples were obtained with a standard 1.4-inch ID, 2-inch OD,
split-tube sampler. The sampler was first seated 6 inches to penetrate any loose cuttings, and then
driven an additional 12 inches with blows of a 140-pound hammer falling 30 inches. The number
of hammer blows required to drive the sampler the final 12 inches was recorded and designated the
"penetration resistance."

CORE DRILLING

Core drilling procedures were required to determine the character and vertical continuity of refusal
materials. Refusal to soil drilling equipment may result from hard cemented soil, soft weathered
rock, coarse gravel or boulders, thin rock seams, or the upper surface of solid continuous rock.

Prior to coring, a 4-inch diameter PVC pipe was seated in the refusal material and grouted into
place with a cement-bentonite mixture. Refusal materials were then cored according to the ASTM
D 2113 using a diamond-studded bit fastened to the end of a hollow, double-tube core barrel. The
NQ and HQ sizes designate bits that obtain rock cores 1-7/8 and 2-1/2 inches in diameter. Upon
completion of each drill run, the core inner barrel was brought to the surface, the core recovered
was measured, and the core samples were removed and placed in boxes for storage.

The core samples were returned to our laboratory where the refusal material was identified and the
percent core recovery and rock quality designation (RQD) was determined by a geologist. The
percent core recovery is the ratio of the core length obtained to the length cored, expressed as a
percent. The RQD is obtained by summing only those pieces of recovered core which are 4 inches
or longer and are at least moderately hard, and dividing by the total length cored. The percent core
recovery and the RQD are related to soundness and continuity of the refusal material. Refusal-
material descriptions, recoveries and the bit size are shown on a Test Boring Record (see
Appendix B).

APPENDIX B

SOIL TEST BORING/ROCK CORING RECORDS AND WELL DIAGRAMS

APPENDIX B

SOIL TEST BORING/ROCK CORING RECORDS AND WELL DIAGRAMS

Piezometers and monitoring wells have been installed at the site since 1990. The piezometers were
installed as part of Site Hydrogeologic and Design Hydrogeologic investigations performed at the
site in the past. The monitoring wells were installed as part of the water quality monitoring system
for the constructed landfill cells.

6-inches of TOPSOIL
Stiff, light brownish-yellow, fine
sandy SILT - (residuum)
Brown, micaceous, slightly
clayey, sandy SILT
Very stiff, grayish-brown, fine
sandy SILT
Very stiff, brown, micaceous,
fine sandy SILT
Very stiff, brown and gray and
white, micaceous, fine to
medium sandy SILT with rock
fragments
Very stiff, grayish-brown,
micaceous, fine to medium
sandy SILT
Very stiff, light brownish-white,
micaceous, fine to medium
sandy SILT
Hard to very stiff, brown and
black, micaceous, fine to
2
5
6
UD
4
10
10
4
7
9
4
12
13
4
11
11
9
13
13
9
13
14
9
14
15
12
16
22
SURFACE COMPLETION
3.57-foot stick-up
Neat cement grout, 0 to 50.6 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2570
2565
2560
2555
2550
2545
2540
2535
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-1
Sheet 1 of 2
7-18-07
DEPTH TO - WATER> INITIAL:
CLIENT:
48
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:42.5
GROUNDWATER MONITORING WELL NO. BLE-1
START:7-18-07
2574.23ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
medium sandy SILT
Hard to very stiff, brown and
black, micaceous, fine to
medium sandy SILT
PARTIALLY WEATHERED ROCK
which sampled as gray and
white, micaceous, silty, fine to
medium SAND
Auger refusal at 66 feet.
Groundwater encountered at
48.0 feet at time of drilling and at
42.5 feet after 24 hours.
50/3"
5
10
19
5
9
12
6
8
15
7
10
12
50/3"
Bentonite seal, 50.6 to 52.8 feet
Filter pack, sand 52.8 to 66 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 55 to
65 feet
Pipe cap
Total well depth, 65.2 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2530
2525
2520
2515
2510
2505
2500
2495
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-1
Sheet 2 of 2
7-18-07
DEPTH TO - WATER> INITIAL:
CLIENT:
48
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:42.5
GROUNDWATER MONITORING WELL NO. BLE-1
START:7-18-07
2574.23ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Firm, dark red and light brown,
silty, fine to medium SAND -
(residuum)
Very firm, light brown, silty, fine
to medium SAND
Very stiff, dark red and light
brown, slightly clayey, fine to
medium sandy SILT
Very firm, red, brown and gray,
silty, fine to medium SAND
Hard, red, brown and gray, fine
sandy SILT
Very hard to hard, light brown,
gray and black, fine to medium
sandy SILT
4
6
6
6
10
15
6
11
14
6
12
13
10
12
15
8
13
16
11
16
15
11
15
13
9
16
20
11
20
37
SURFACE COMPLETION
2.78-foot stick-up
Neat cement, 0 to 62.7 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2610
2605
2600
2595
2590
2585
2580
2575
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-10
Sheet 1 of 3
7-26-07
DEPTH TO - WATER> INITIAL:
CLIENT:
61.5
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:
GROUNDWATER MONITORING WELL NO. BLE-10
START:7-24-07
2612.97ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Very hard to hard, light brown,
gray and black, fine to medium
sandy SILT
Very stiff, brown, white and gray,
fine sandy SILT
Hard, gray, brown and white,
fine sandy SILT
Hard to very hard, gray and
brown, micaceous, moist, fine
sandy SILT
10
26
26
11
20
21
10
12
20
6
14
27
14
28
30
13
21
25
11
20
50
Neat cement, 0 to 62.7 feet
Bentonite seal, 62.7 to 66.7 feet
Filter pack, sand 66.7 to 78.9 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 68.7
to 78.7 feet
Pipe cap
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2570
2565
2560
2555
2550
2545
2540
2535
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-10
Sheet 2 of 3
7-26-07
DEPTH TO - WATER> INITIAL:
CLIENT:
61.5
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:
GROUNDWATER MONITORING WELL NO. BLE-10
START:7-24-07
2612.97ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Boring terminated at 78.9 feet.
Groundwater encountered at
61.5 feet at time of drilling.
Total well depth, 78.9 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2530
2525
2520
2515
2510
2505
2500
2495
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-10
Sheet 3 of 3
7-26-07
DEPTH TO - WATER> INITIAL:
CLIENT:
61.5
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
85
90
95
100
105
110
115
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:
GROUNDWATER MONITORING WELL NO. BLE-10
START:7-24-07
2612.97ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Stiff to very stiff, dark red and
light brown, fine sandy SILT -
(residuum)
Stiff, dark red and light brown,
fine sandy SILT
Stiff to very stiff, red, light brown
and black, fine sandy SILT
3
4
7
3
6
9
4
6
8
4
9
10
3
5
7
4
5
9
3
5
8
5
7
10
4
5
9
7
9
12
SURFACE COMPLETION
3.68-foot stick-up
Neat cement, 0 to 71.0 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2630
2625
2620
2615
2610
2605
2600
2595
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-11
Sheet 1 of 3
8-3-07
DEPTH TO - WATER> INITIAL:
CLIENT:
89.7
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, K. Thomas
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:84.6
GROUNDWATER MONITORING WELL NO. BLE-11
START:8-3-07
2630.61ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
Stiff to very stiff, red, light brown
and black, fine sandy SILT
Very stiff, red, brown and gray,
micaceous, fine sandy SILT
Very stiff, white and light brown,
fine sandy SILT
Hard to very stiff, red and brown,
clayey, fine sandy SILT
Very stiff, gray and brown, fine
sandy SILT
Very stiff, gray and light brown,
micaceous, fine sandy SILT
8
11
14
3
9
12
5
10
10
16
22
24
6
10
14
2
5
11
8
10
12
10
14
16
Neat cement, 0 to 71.0 feet
Bentonite seal, 71.0 to 90.1 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2590
2585
2580
2575
2570
2565
2560
2555
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-11
Sheet 2 of 3
8-3-07
DEPTH TO - WATER> INITIAL:
CLIENT:
89.7
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, K. Thomas
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:84.6
GROUNDWATER MONITORING WELL NO. BLE-11
START:8-3-07
2630.61ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
Very stiff, gray and light brown,
micaceous, fine sandy SILT
Hard, red, gray and light brown,
clayey, fine sandy SILT
Very stiff to hard, gray, brown
and black, micaceous, moist,
fine sandy SILT
Boring terminated at 103.0 feet.
Groundwater encountered at
89.7 feet at time of drilling and at
84.6 feet after 24 hours.
10
18
20
14
16
18
8
10
12
Bentonite seal, 71.0 to 90.1 feet
Filter pack, sand 90.1 to 102.8 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 92.6
to 102.6 feet
Pipe cap
Total well depth, 102.8 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2550
2545
2540
2535
2530
2525
2520
2515
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-11
Sheet 3 of 3
8-3-07
DEPTH TO - WATER> INITIAL:
CLIENT:
89.7
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, K. Thomas
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
ELEVATION/
DEPTH (FT)
85
90
95
100
105
110
115
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:84.6
GROUNDWATER MONITORING WELL NO. BLE-11
START:8-3-07
2630.61ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
Stiff, red, clayey SILT -
(residuum)
Stiff to very stiff, red and brown,
fine sandy SILT
Very stiff, red and light brown,
fine sandy SILT with some clay
Very stiff, light brown and red,
fine sandy SILT
Very stiff, brown, red and black,
micaceous, fine sandy SILT
3
4
5
4
4
6
4
5
6
5
7
9
5
7
8
5
8
8
4
8
11
4
8
11
5
8
11
10
10
16
SURFACE COMPLETION
3.57-foot stick-up
Neat cement, 0 to 68.3 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2620
2615
2610
2605
2600
2595
2590
2585
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-12
Sheet 1 of 3
8-31-07
DEPTH TO - WATER> INITIAL:
CLIENT:
75.9
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:75.9
GROUNDWATER MONITORING WELL NO. BLE-12
START:8-30-07
2620.95ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Very stiff, brown, red and black,
micaceous, fine sandy SILT
Very stiff, brown and gray,
micaceous, fine sandy SILT
Firm to dense, brown, red and
black, silty, fine SAND
Hard to very hard, gray, brown
and black, micaceous, fine
sandy SILT
5
8
14
4
8
12
4
5
9
6
10
23
9
14
18
10
22
29
10
16
20
10
20
22
Neat cement, 0 to 68.3 feet
Bentonite seal, 68.3 to 77.8 feet
Filter pack, sand 77.8 to 90.2 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2580
2575
2570
2565
2560
2555
2550
2545
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-12
Sheet 2 of 3
8-31-07
DEPTH TO - WATER> INITIAL:
CLIENT:
75.9
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:75.9
GROUNDWATER MONITORING WELL NO. BLE-12
START:8-30-07
2620.95ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Hard to very hard, gray, brown
and black, micaceous, fine
sandy SILT
Hard, gray and brown,
micaceous, fine sandy SILT
Boring terminated at 90.2 feet.
Groundwater encountered at
75.9 feet at time of drilling and at
75.9 feet after 24 hours.
8
12
20
10
14
22
Filter pack, sand 77.8 to 90.2 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 80.0
to 90.0 feet
Pipe cap
Total well depth, 90.2 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2540
2535
2530
2525
2520
2515
2510
2505
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-12
Sheet 3 of 3
8-31-07
DEPTH TO - WATER> INITIAL:
CLIENT:
75.9
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
85
90
95
100
105
110
115
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:75.9
GROUNDWATER MONITORING WELL NO. BLE-12
START:8-30-07
2620.95ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Stiff, dark red and brown, silty
CLAY - (residuum)
White and pinkish, quartz
GRAVEL
Very stiff, dark red and brown,
micaceous, fine to medium
sandy SILT
Very stiff, dark red and brown,
micaceous, clayey, fine to
medium sandy SILT
Hard, dark red, red and brown,
micaceous, fine to medium
sandy SILT
7
7
7
13
13
13
5
7
9
9
14
15
7
10
15
7
10
15
8
16
20
17
20
24
12
18
23
SURFACE COMPLETION
3.29-foot stick-up
Neat cement, 0 to 66.8 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2605
2600
2595
2590
2585
2580
2575
2570
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-13
Sheet 1 of 3
7-22-07
DEPTH TO - WATER> INITIAL:
CLIENT:
69.0
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:67.5
GROUNDWATER MONITORING WELL NO. BLE-13
START:7-22-07
2609.39ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Hard, black, brown and red,
micaceous, silty, fine to medium
SAND
Dense, dark brown, micaceous,
silty, fine to medium SAND
Hard, brown and light brown,
micaceous, fine sandy SILT
Hard to very hard, brown, black
and gray, moist, fine sandy SILT
PARTIALLY WEATHERED ROCK
which sampled as gray and
white, silty, fine to medium
SAND
50/3"
50/5"
8
15
20
8
16
26
13
22
22
15
20
23
28
30
33
23
32
40
26
48
50/3"
43
50/5"
Neat cement, 0 to 66.8 feet
Bentonite seal, 66.8 to 69.4 feet
Filter pack, sand 69.4 to 81.6 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 71.4
to 81.4 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2565
2560
2555
2550
2545
2540
2535
2530
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-13
Sheet 2 of 3
7-22-07
DEPTH TO - WATER> INITIAL:
CLIENT:
69.0
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:67.5
GROUNDWATER MONITORING WELL NO. BLE-13
START:7-22-07
2609.39ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
PARTIALLY WEATHERED ROCK
which sampled as gray and
white, silty, fine to medium
SAND
Auger refusal at 86 feet.
Groundwater encountered at
69.0 feet at time of drilling and at
67.5 feet after 24 hours.
50/3"50/3"
Pipe cap
Total well depth, 81.6 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2525
2520
2515
2510
2505
2500
2495
2490
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-13
Sheet 3 of 3
7-22-07
DEPTH TO - WATER> INITIAL:
CLIENT:
69.0
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
85
90
95
100
105
110
115
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:67.5
GROUNDWATER MONITORING WELL NO. BLE-13
START:7-22-07
2609.39ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Stiff to very stiff, red and light
brown, fine sandy SILT with
some clay - (residuum)
Very stiff, red, brown and black,
micaceous, fine sandy, clayey
SILT
Hard to stiff, gray, brown,
micaceous, fine sandy SILT
3
4
6
4
5
7
4
4
7
4
6
8
4
7
9
6
9
11
5
9
12
10
8
12
11
21
30
17
28
33
SURFACE COMPLETION
3.26-foot stick-up
Neat cement, 0 to 45.7 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2610
2605
2600
2595
2590
2585
2580
2575
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-14
Sheet 1 of 2
9-4-07
DEPTH TO - WATER> INITIAL:
CLIENT:
59.1
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:59.2
GROUNDWATER MONITORING WELL NO. BLE-14
START:9-4-07
2610.41ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Hard to stiff, gray, brown,
micaceous, fine sandy SILT
Very stiff to hard, brown and
gray, micaceous, moist, fine
sandy SILT
PARTIALLY WEATHERED ROCK
which sampled as gray, black
and white, silty, fine to medium
SAND
Auger refusal at 73.5 feet.
Groundwater encountered at
59.1 feet at time of drilling and at
59.2 feet after 24 hours.
50/1"
11
16
21
9
12
14
12
13
16
14
15
18
13
14
17
50/1"
Neat cement, 0 to 45.7 feet
Bentonite seal, 45.7 to 60.3 feet
Filter pack, sand 60.3 to 73.5 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 63.3
to 73.3 feet
Pipe cap
Total well depth, 73.5 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2570
2565
2560
2555
2550
2545
2540
2535
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-14
Sheet 2 of 2
9-4-07
DEPTH TO - WATER> INITIAL:
CLIENT:
59.1
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:59.2
GROUNDWATER MONITORING WELL NO. BLE-14
START:9-4-07
2610.41ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
6-inches of TOPSOIL
Stiff to very stiff, dark red,
clayey SILT - (residuum)
Very stiff to hard, brown and
purple, micaceous, fine sandy
SILT
Hard, brown, fine sandy SILT
Very stiff, red and brown SILT
Stiff, light brown, fine sandy
SILT
Very stiff, gray and brown,
micaceous, fine sandy SILT
5
6
8
3
5
8
5
9
10
3
4
6
5
12
15
9
15
18
9
15
19
5
6
11
4
6
6
7
8
9
SURFACE COMPLETION
3.81-foot stick-up
Neat cement, 0 to 59.7 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2580
2575
2570
2565
2560
2555
2550
2545
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-15
Sheet 1 of 2
7-20-07
DEPTH TO - WATER> INITIAL:
CLIENT:
57.75
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:57.1
GROUNDWATER MONITORING WELL NO. BLE-15
START:7-19-07
2584.11ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Very stiff, gray and brown,
micaceous, fine sandy SILT
Very stiff, brown and gray,
micaceous, fine sandy SILT with
rock fragments
Very firm, white and light brown,
moist, silty, fine to medium
SAND
PARTIALLY WEATHERED ROCK
which sampled as gray and
brown, silty, fine to medium
SAND
PARTIALLY WEATHERED ROCK
which sampled as orange and
brown, silty, fine to medium
SAND with rock fragments
Boring terminated at 75 feet.
Groundwater encountered at
57.75 feet at time of drilling and
at 57.1 feet after 24 hours.
50/6"
50/4"
7
9
19
7
9
11
7
8
13
5
9
15
9
12
14
15
22
50/6"
14
26
50/4"
Neat cement, 0 to 59.7 feet
Bentonite seal, 59.7 to 62.1 feet
Filter pack, sand 62.1 to 75 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen,
64.13 to 74.13 feet
Pipe cap
Total well depth, 74.33 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2540
2535
2530
2525
2520
2515
2510
2505
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-15
Sheet 2 of 2
7-20-07
DEPTH TO - WATER> INITIAL:
CLIENT:
57.75
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:57.1
GROUNDWATER MONITORING WELL NO. BLE-15
START:7-19-07
2584.11ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Very firm, white and light brown,
silty, fine SAND - (residuum)
Very stiff, light brown, red and
white, fine sandy SILT
Very stiff to hard, red, dark red
and black, fine sandy SILT
14
12
15
6
10
11
7
7
9
9
10
11
8
12
15
7
14
15
8
10
14
9
11
18
10
12
19
10
12
27
SURFACE COMPLETION
3.82-foot stick-up
Neat cement, 0 to 64.7 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2610
2605
2600
2595
2590
2585
2580
2575
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-16
Sheet 1 of 3
7-29-07
DEPTH TO - WATER> INITIAL:
CLIENT:
68.5
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:
GROUNDWATER MONITORING WELL NO. BLE-16
START:7-29-07
2614.70ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Very stiff to hard, red, dark red
and black, fine sandy SILT
Dense, light red, light brown and
black, silty, fine SAND
Very dense, light brown and
gray, silty, fine to medium SAND
Very dense, brown, gray and red,
silty, fine to medium SAND
Hard, brown and gray, fine
sandy SILT
Dense, gray and light brown, fine
to medium silty SAND
Hard, gray and brown, fine
sandy SILT
12
20
27
12
25
30
12
15
25
9
16
24
10
12
20
10
14
20
12
24
25
8
18
32
Neat cement, 0 to 64.7 feet
Bentonite seal, 64.7 to 67.4 feet
Filter pack, sand 67.4 to 80 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 68.2
to 78.2 feet
Pipe cap
Total well depth, 78.4 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2570
2565
2560
2555
2550
2545
2540
2535
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-16
Sheet 2 of 3
7-29-07
DEPTH TO - WATER> INITIAL:
CLIENT:
68.5
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:
GROUNDWATER MONITORING WELL NO. BLE-16
START:7-29-07
2614.70ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Boring terminated at 80 feet.
Groundwater encountered at
68.5 feet at time of drilling.
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2530
2525
2520
2515
2510
2505
2500
2495
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-16
Sheet 3 of 3
7-29-07
DEPTH TO - WATER> INITIAL:
CLIENT:
68.5
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
85
90
95
100
105
110
115
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:
GROUNDWATER MONITORING WELL NO. BLE-16
START:7-29-07
2614.70ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
6-inches of TOPSOIL
Stiff to very stiff, red, light brown
and gray, fine sandy SILT -
(residuum)
Very stiff to stiff, red, micaceous,
clayey, fine sandy SILT
Very stiff, red and light brown,
fine sandy SILT
Very stiff, purple and brown, fine
sandy SILT
Very firm, red and light brown,
silty, fine SAND
4
5
6
5
5
7
5
10
12
12
15
15
4
5
9
4
8
10
9
10
15
6
8
14
9
12
15
10
16
18
SURFACE COMPLETION
4.45-foot stick-up
Neat cement, 0 to 85 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2610
2605
2600
2595
2590
2585
2580
2575
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-17
Sheet 1 of 3
7-21-07
DEPTH TO - WATER> INITIAL:
CLIENT:
87.6
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:73.4
GROUNDWATER MONITORING WELL NO. BLE-17
START:7-20-07
2611.46ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Very firm, red and light brown,
silty, fine SAND
Dense, purple and red, fine
sandy SILT
Very firm, purple, light brown
and black, micaceous, silty, fine
to medium SAND
Dense to very firm, brown, silty,
fine SAND
Hard, gray, moist, micaceous,
fine sandy SILT
Very stiff to hard, red, brown and
gray, moist, clayey, fine sandy
10
15
19
5
7
12
9
12
15
12
15
17
17
20
22
7
12
15
10
15
17
5
12
17
Neat cement, 0 to 85 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2570
2565
2560
2555
2550
2545
2540
2535
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-17
Sheet 2 of 3
7-21-07
DEPTH TO - WATER> INITIAL:
CLIENT:
87.6
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:73.4
GROUNDWATER MONITORING WELL NO. BLE-17
START:7-20-07
2611.46ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
SILT
Very stiff to hard, red, brown and
gray, moist, clayey, fine sandy
SILT
Firm to very dense, brown, gray
and black, silty, fine to medium
SAND
PARTIALLY WEATHERED ROCK
which sampled as brown, gray
and black, silty, fine to medium
SAND
Auger refusal at 101.0 feet.
Groundwater encountered at
87.6 feet at time of drilling and at
73.4 feet after 24 hours.
50/5"
15
17
20
8
14
15
10
12
14
34
50/5"
Neat cement, 0 to 85 feet
Bentonite seal, 85 to 87.1 feet
Filter pack, sand 87.1 to 101 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 89.7
to 99.7 feet
Pipe cap
Total well depth, 99.9 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2530
2525
2520
2515
2510
2505
2500
2495
CAVING>
GROUNDWATER MONITORING WELL NO. BLE-17
Sheet 3 of 3
7-21-07
DEPTH TO - WATER> INITIAL:
CLIENT:
87.6
PROJECT NO.:
END:McGill Associates
Haywood County, North Carolina
Landprobe, T. Gradwell
ELEVATION/
DEPTH (FT)
85
90
95
100
105
110
115
PROJECT:
8-1/4 inch O.D. hollow stem auger
J07-1957-02
AFTER 24 HOURS:73.4
GROUNDWATER MONITORING WELL NO. BLE-17
START:7-20-07
2611.46ELEVATION:
T. LivingstonLOGGED BY:
White Oak MSW Landfill
GE
O
T
_
W
E
L
L

1
9
5
7
-
0
2
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Firm to soft, brown, dry,
micaceous, very fine to medium
sandy SILT (ML) - (fill)
Soft to very soft, brown, moist,
fine to medium sandy, clayey
SILT (ML) - (fill)
Very soft, brown, moist, sandy,
clayey SILT (ML) - (fill)
Very firm, brown to
yellowish-brown, dry, silty, fine
to coarse SAND (SM) -
(residuum)
Very dense, brown, dry, silty,
fine to coarse SAND (SM)
Firm, dark brown, dry, silty, fine
to coarse SAND (SM)
Very dense, dark brown, dry,
silty, fine to medium SAND (SM)
PARTAILLY WEATHERED ROCK
which sampled as dark brown,
dry, silty, fine to medium SAND
(SM)
WOH
WOH
50/3"
2
2
3
1
2
2
1
2
2
WOH
WOH
2
WOH
WOH
2
18
12
16
10
24
32
11
10
6
12
34
33
30
50/3"
Grout, 0 to 4.9 feet
Bentonite seal, 4.9 to 59.2 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2580
2575
2570
2565
2560
2555
2550
2545
CAVING>
PIEZOMETER NO. BLE-18
Sheet 1 of 2
8-27-15
DEPTH TO - WATER> INITIAL:
CLIENT:
55.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 75; 8.25-inch OD hollow stem auger
J15-1957-51
AFTER 24 HOURS:53.73
PIEZOMETER NO. BLE-18
START:8-26-15
2582.58ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
PARTAILLY WEATHERED ROCK
which sampled as dark brown,
dry, silty, fine to medium SAND
(SM)
Very dense, brown and gray,
slightly moist, silty, fine to
medium SAND (SM)
PARTIALLY WEATHERED ROCK
which sampled as brown and
gray, slightly moist, silty, fine to
medium SAND (SM)
PARTIALLY WEATHERED ROCK
which sampled as brown and
white, slightly moist, silty, fine to
medium SAND (SM)
PARTIALLY WEATHERED ROCK
which sampled as brown and
gray, moist to wet, sandy SILT
(ML)
Boring terminated at 71.0 feet.
Groundwater encountered at
55.0 feet at time of drilling and at
53.73 feet after 24 hours.
50/5"
50/5"
50/3"
50/3"
50/4"
14
20
50
36
50/5"
50/5"
42
50/3"
11
34
50/3"
50/4"
Bentonite seal, 4.9 to 59.2 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 60.8
to 70.8 feet
Pipe cap
Total well depth, 71.0 feet
SURFACE COMPLETION
3.28-foot stick-up, no casing
Top of PVC casing elev. = 2,585.86
feet
Pad elev. = 2,582.58 feet
Northing = 720,726.55'
Easting = 811,250.54'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2540
2535
2530
2525
2520
2515
2510
2505
CAVING>
PIEZOMETER NO. BLE-18
Sheet 2 of 2
8-27-15
DEPTH TO - WATER> INITIAL:
CLIENT:
55.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
CME 75; 8.25-inch OD hollow stem auger
J15-1957-51
AFTER 24 HOURS:53.73
PIEZOMETER NO. BLE-18
START:8-26-15
2582.58ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Stiff, brownish-tan, dry, fine
sandy, clayey SILT (ML) - (fill)
Very stiff, brown, dry, fine to
medium sandy, clayey SILT (ML)-
(fill)
Very stiff, reddish-brown, dry,
slightly micaceous, clayey, fine
sandy SILT (ML) - (residuum)
Very dense, brownish-tan, dry,
slightly micaceous, silty, fine to
medium SAND (SM) - (residuum)
Very firm, brown to
yellowish-brown, dry silty, fine
to medium SAND (SM)
Very stiff, brownish-tan, dry to
slightly moist, fine to medium
sandy SILT (ML)
5
5
5
5
10
8
8
12
13
7
8
12
UD
21
30
41
8
12
12
UD
4
10
19
6
10
14
10
10
16
8
12
16
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 38.6 feet
Filter pack, sand 38.6 to 51.2 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2540
2535
2530
2525
2520
2515
2510
2505
CAVING>
PIEZOMETER NO. BLE-19
Sheet 1 of 2
8-10-15
DEPTH TO - WATER> INITIAL:
CLIENT:
43.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 75; 8.25-inch OD hollow stem auger
J15-1957-51
AFTER 24 HOURS:38.14
PIEZOMETER NO. BLE-19
START:8-3-15
2541.76ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Very stiff, brownish-tan, dry to
slightly moist, fine to medium
sandy SILT (ML)
PARTIALLY WEATHERED ROCK
which sampled as brown to
yellowish-brown, slightly moist,
silty, fine to medium SAND (SM)
PARTIALLY WEATHERED ROCK
which sampled as
yellowish-brown, wet, silty, fine
to medium SAND (SM)
Auger refusal at 51.2 feet.
Groundwater encountered at
43.0 feet at time of drilling and at
38.14 feet after 24 hours.
50/5"
50/2"
20
38
50/5"
50/2"
Filter pack, sand 38.6 to 51.2 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 41.0
to 51.0 feet
Pipe cap
Total well depth, 51.2 feet
SURFACE COMPLETION
4.06-foot stick-up, no casing
Top of PVC casing elev. = 2,545.82
feet
Pad elev. = 2,541.76 feet
Northing = 720,751.41'
Easting = 810,910.86'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2500
2495
2490
2485
2480
2475
2470
2465
CAVING>
PIEZOMETER NO. BLE-19
Sheet 2 of 2
8-10-15
DEPTH TO - WATER> INITIAL:
CLIENT:
43.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
CME 75; 8.25-inch OD hollow stem auger
J15-1957-51
AFTER 24 HOURS:38.14
PIEZOMETER NO. BLE-19
START:8-3-15
2541.76ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Loose, brown, dry, silty, fine to
medium SAND (SM) - (residuum)
Firm, brown to yellowish-brown,
dry, slightly clayey, fine to
medium sandy SILT (ML)
Firm, brown to yellowish-brown,
moist to wet, fine to medium
sandy SILT (ML)
Firm, brown, moist to wet,
slightly micaceous, fine to
medium sandy SILT (ML)
Firm, brown to dark brown,
micaceous, moist to wet, silty,
fine to medium SAND (SM)
Dense, brown to
yellowish-brown, wet, silty, fine
to medium SAND (SM)
PARTIALLY WEATHERED ROCK
which sampled as dark brown,
moist to wet, silty, fine to
medium SAND (SM)
50/5"
50/2"
2
4
6
2
3
5
2
3
3
2
2
3
3
3
5
7
8
12
3
6
13
10
14
20
31
50/5"
50/2"
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 27.5 feet
Filter pack, sand 27.5 to 40.5 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 29.7
to 39.7 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2520
2515
2510
2505
2500
2495
2490
2485
CAVING>
PIEZOMETER NO. BLE-20
Sheet 1 of 2
8-4-15
DEPTH TO - WATER> INITIAL:
CLIENT:
10.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 75; 8.25-inch OD hollow stem auger
J15-1957-51
AFTER 24 HOURS:12.5
PIEZOMETER NO. BLE-20
START:8-3-15
2521.01ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Auger refusal at 40.5 feet.
Groundwater encountered at
10.0 feet at time of drilling and at
12.5 feet after 24 hours.
50/1"
50/1"Pipe cap
Total well depth, 39.9 feet
SURFACE COMPLETION
3.14-foot stick-up, no casing
Top of PVC casing elev. = 2,524.15
feet
Pad elev. = 2,521.01 feet
Northing = 720,536.86'
Easting = 810,953.49'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2480
2475
2470
2465
2460
2455
2450
2445
CAVING>
PIEZOMETER NO. BLE-20
Sheet 2 of 2
8-4-15
DEPTH TO - WATER> INITIAL:
CLIENT:
10.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
CME 75; 8.25-inch OD hollow stem auger
J15-1957-51
AFTER 24 HOURS:12.5
PIEZOMETER NO. BLE-20
START:8-3-15
2521.01ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Firm, brown, dry, micaceous,
fine to medium sandy SILT (ML) -
(residuum)
Firm, brown, slightly moist,
micaceous, very fine to medium
sandy SILT (ML)
Stiff, brown to yellowish-brown,
moist, micaceous, very fine to
medium sandy SILT (ML)
Firm, yellowish-brown, moist,
slightly micaceous, silty, fine to
medium SAND (SM)
Loose, brown, moist, slightly
micaceous, silty, fine to medium
SAND (SM)
Loose, brown to
yellowish-brown and white,
moist to wet, micaceous, silty,
fine to coarse SAND (SM)
Firm, brown to yellowish-brown,
wet, micaceous, fine to medium
sandy SILT (ML)
Very stiff, brown, moist, fine to
medium sandy SILT (ML)
Dense, brown, moist, silty, fine
to medium SAND (SM)
Dense, brown, moist to wet,
silty, fine to medium SAND (SM)
1
2
4
2
3
5
3
5
8
3
6
9
9
4
6
3
5
5
2
2
5
12
12
17
14
18
22
8
17
25
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 38.8 feet
Filter pack, sand 38.8 to 52.1 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2505
2500
2495
2490
2485
2480
2475
2470
CAVING>
PIEZOMETER NO. BLE-21
Sheet 1 of 2
8-2-15
DEPTH TO - WATER> INITIAL:
CLIENT:
17.5
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 75; 8.25-inch OD hollow stem auger
J15-1957-51
AFTER 24 HOURS:18.6
PIEZOMETER NO. BLE-21
START:7-30-15
2507.57ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Dense, brown, moist to wet,
silty, fine to medium SAND (SM)
Very dense, brown to
yellowish-brown, moist, silty,
fine to coarse SAND with quartz
(SM)
PARTIALLY WEATHERED ROCK
which sampled as brown to
white and black, slightly moist,
silty, very fine to medium SAND
Boring terminated at 52.1 feet.
Groundwater encountered at
17.5 feet at time of drilling and at
18.6 feet after 24 hours.
50/4"
50/1"
14
34
50
50/4"
50/1"
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 41.9
to 51.9 feet
Pipe cap
Total well depth, 52.1 feet
SURFACE COMPLETION
3.17-foot stick-up, no casing
Top of PVC casing elev. = 2,510.74
feet
Pad elev. = 2,507.57 feet
Northing = 720,927.56'
Easting = 810,511.13'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2465
2460
2455
2450
2445
2440
2435
2430
CAVING>
PIEZOMETER NO. BLE-21
Sheet 2 of 2
8-2-15
DEPTH TO - WATER> INITIAL:
CLIENT:
17.5
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
CME 75; 8.25-inch OD hollow stem auger
J15-1957-51
AFTER 24 HOURS:18.6
PIEZOMETER NO. BLE-21
START:7-30-15
2507.57ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
6-inches of TOPSOIL
Loose, brown and tan, dry, silty,
very fine to medium SAND (SM) -
(residuum)
Very stiff, brown, dry, slightly
clayey, fine to medium sandy
SILT - (ML)
Firm, yellowish-brown and tan,
dry, silty, fine to medium SAND
(SM)
Stiff to very stiff,
yellowish-brown, dry, slightly
clayey, fine to medium sandy
SILT (ML)
Firm, yellowish-brown, dry to
slightly moist, silty, fine to
medium SAND (SM)
1
2
5
10
9
10
5
8
10
4
8
10
4
8
12
UD
4
7
10
5
6
7
3
3
6
UD
5
8
9
5
7
12
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 92.3 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2545
2540
2535
2530
2525
2520
2515
2510
CAVING>
PIEZOMETER NO. BLE-22
Sheet 1 of 3
8-31-15
DEPTH TO - WATER> INITIAL:
CLIENT:
46.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 75; 8.25-inch OD hollow stem auger and NQ core barrel
J15-1957-51
AFTER 24 HOURS:45.1
PIEZOMETER NO. BLE-22
START:8-19-15
2549.72ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Firm, yellowish-brown, dry to
slightly moist, silty, fine to
medium SAND (SM)
Very firm, yellowish-brown,
moist to wet, silty, fine to
medium SAND (SM)
Dense, yellowish-brown and tan,
moist to wet, silty, fine to
medium SAND (SM)
Very dense, brown, moist to wet,
silty, fine to medium SAND (SM)
PARTIALLY WEATHERED ROCK
which sampled as brown,
slightly moist, silty, fine to
coarse SAND (SM)
50/5"
50/5"
50/5"
50/5"
7
10
18
8
11
26
16
28
40
14
20
45
46
50/5"
50/5"
50/5"
34
50/5"
Bentonite seal, 5.0 to 92.3 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2505
2500
2495
2490
2485
2480
2475
2470
CAVING>
PIEZOMETER NO. BLE-22
Sheet 2 of 3
8-31-15
DEPTH TO - WATER> INITIAL:
CLIENT:
46.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
CME 75; 8.25-inch OD hollow stem auger and NQ core barrel
J15-1957-51
AFTER 24 HOURS:45.1
PIEZOMETER NO. BLE-22
START:8-19-15
2549.72ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
PARTIALLY WEATHERED ROCK
which sampled as brown,
slightly moist, silty, fine to
coarse SAND (SM)
PARTIALLY WEATHERED ROCK
which sampled as light brown
and light gray, slightly moist,
slightly micaceous, silty, fine to
coarse SAND
Auger refusal at 90 feet. Rock
cored from 90 to 110 feet
Severely weathered BIOTITE
GNEISS interlayered with
partially weathered rock. No
recovery.
Recovery = 0, RQD = 0
Moderately hard, moderately
weathered, white, gray, yellow,
brown and black, medium to fine
grained BIOTITE SCHIST,
slightly micaceous, shear
jointing, smooth, tight,
moderately close to very close,
very thin to thin, moderately
dipping, large quartz vein form
103.5 to 104.7 feet
R-1 recovery = 97%, RQD = 67%
R-2 recovery = 40%, RQD = 19%
Auger refusal at 90.0 feet.
Coring terminated at 110.0 feet.
Groundwater encountered at
46.0 feet at time of drilling and at
45.1 feet after 24 hours.
50/2"
50/3"
50/2"
50/3"
R-1
R-2
Bentonite seal, 5.0 to 92.3 feet
Filter pack, sand 92.3 to 110.0 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 94.4
to 104.4 feet
Pipe cap
Total well depth, 104.6 feet
SURFACE COMPLETION
3.24-foot stick-up, no casing
Top of PVC casing elev. = 2,552.96
feet
Pad elev. = 2,549.72 feet
Northing = 721,034.15'
Easting = 810,715.68'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2465
2460
2455
2450
2445
2440
2435
2430
CAVING>
PIEZOMETER NO. BLE-22
Sheet 3 of 3
8-31-15
DEPTH TO - WATER> INITIAL:
CLIENT:
46.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
85
90
95
100
105
110
115
PROJECT:
CME 75; 8.25-inch OD hollow stem auger and NQ core barrel
J15-1957-51
AFTER 24 HOURS:45.1
PIEZOMETER NO. BLE-22
START:8-19-15
2549.72ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Stiff, reddish-brown, dry, slightly
sandy, clayey SILT - (ML) -
(residuum)
Very stiff, reddish-brown, dry,
fine to medium sandy, clayey
SILT (ML)
Very stiff, pink and tan, dry,
micaceous, fine to medium
sandy SILT (ML)
Very stiff, reddish-brown, dry,
micaceous, fine to medium
sandy SILT (MH)
Firm, reddish-brown, dry, silty,
fine to medium SAND - (SM)
Firm, brown to dark brown, dry,
slightly clayey, fine to medium
sandy SILT (ML)
Firm, reddish-brown, dry,
slightly micaceous, silty, fine to
medium SAND (SM)
Very firm, brown to
reddish-brown, dry, silty, fine to
medium SAND (SM)
3
5
7
4
7
9
4
7
10
UD
3
6
9
3
3
5
UD
6
7
12
5
9
12
7
11
13
5
7
18
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 77.6 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2605
2600
2595
2590
2585
2580
2575
2570
CAVING>
PIEZOMETER NO. BLE-23
Sheet 1 of 3
8-17-15
DEPTH TO - WATER> INITIAL:
CLIENT:
82.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 75; 8.25-inch OD hollow stem auger
J15-1957-51
AFTER 24 HOURS:81.5
PIEZOMETER NO. BLE-23
START:8-17-15
2605.44ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Very firm, brown to
reddish-brown, dry, silty, fine to
medium SAND (SM)
Dense, brown and gray and dark
brown, dry, silty, fine to medium
SAND (SM)
Very stiff, brown and tan, dry,
micaceous, fine to medium
sandy SILT (ML)
Hard, tan and brown, dry, fine to
medium sandy SILT (ML)
Very stiff, tan and brown, slightly
moist, fine to medium sandy
SILT (ML)
Very hard, brown, slightly moist,
micaceous, fine to medium
sandy SILT (ML)
Hard, brown and grayish-brown,
slightly moist, fine to medium
sandy SILT (ML)
10
17
27
8
12
18
12
19
19
6
16
27
8
14
15
15
27
30
18
20
22
14
19
28
Bentonite seal, 5.0 to 77.6 feet
Filter pack, sand 77.6 to 96.0 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2565
2560
2555
2550
2545
2540
2535
2530
CAVING>
PIEZOMETER NO. BLE-23
Sheet 2 of 3
8-17-15
DEPTH TO - WATER> INITIAL:
CLIENT:
82.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
CME 75; 8.25-inch OD hollow stem auger
J15-1957-51
AFTER 24 HOURS:81.5
PIEZOMETER NO. BLE-23
START:8-17-15
2605.44ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Hard, brown and grayish-brown,
slightly moist, fine to medium
sandy SILT (ML)
Very firm, tan, moist to wet, silty,
fine to medium SAND (SM)
Very dense, tan and brown, wet,
silty, fine to medium SAND (SM)
Auger refusal at 96.0 feet.
Groundwater encountered at
82.0 feet at time of drilling and at
81.5 feet after 24 hours.
4
10
15
34
49
42
38
46
48
Filter pack, sand 77.6 to 96.0 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 85.3
to 95.3 feet
Pipe cap
Total well depth, 95.5 feet
SURFACE COMPLETION
3.25-foot stick-up, no casing
Top of PVC casing elev. = 2,608.69
feet
Pad elev. = 2,605.44 feet
Northing = 721,326.05'
Easting = 810,562.63'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2525
2520
2515
2510
2505
2500
2495
2490
CAVING>
PIEZOMETER NO. BLE-23
Sheet 3 of 3
8-17-15
DEPTH TO - WATER> INITIAL:
CLIENT:
82.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
85
90
95
100
105
110
115
PROJECT:
CME 75; 8.25-inch OD hollow stem auger
J15-1957-51
AFTER 24 HOURS:81.5
PIEZOMETER NO. BLE-23
START:8-17-15
2605.44ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Firm, reddish-brown, dry,
slightly micaceous, silty, fine to
medium
SAND (SM) - (residuum)
Loose, yellowish-brown, dry,
silty, fine to medium SAND (SM)
Firm, yellowish-brown to brown,
dry, silty, fine to medium SAND
(SM)
Stiff, yellowish-brown, dry,
slightly micaceous, fine to
medium sandy SILT (ML)
Stiff, tan and brown, dry, fine to
medium sandy SILT - (ML)
Firm, brown, dry, silty, fine to
medium SAND (SM)
4
6
7
4
6
8
4
6
6
3
6
5
4
4
5
4
6
5
4
6
8
6
8
7
9
8
7
5
7
8
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 78.3 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2570
2565
2560
2555
2550
2545
2540
2535
CAVING>
PIEZOMETER NO. BLE-24
Sheet 1 of 3
8-21-15
DEPTH TO - WATER> INITIAL:
CLIENT:
70.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 75; 8.25-inch OD hollow stem auger and NQ core barrel
J15-1957-51
AFTER 24 HOURS:68.7
PIEZOMETER NO. BLE-24
START:8-11-15
2571.05ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
Firm, brown, dry, silty, fine to
medium SAND (SM)
Dense, brown, dry, silty, fine to
coarse SAND (SM)
Very firm, brown, dry, silty, fine
to medium SAND (SM)
Very hard, dark brown, dry,
micaceous, fine to medium
sandy SILT (ML)
Stiff, brown to yellowish-brown,
dry to slightly moist, fine to
medium sandy SILT (ML)
PARTIALLY WEATHERED ROCK
which sampled as brown moist
to wet, silty, fine to medium
SAND (SM)
Auger refusal at 73.0 feet. Rock
cored to 90.6 feet.
Hard, light gray to dark gray,
quartz, slightly micaceous,
BIOTITE SCHIST, moderately
developed, horizontal to
moderately dipping foliation,
close to moderately close,
shallow to moderately dipping,
healed joints
R-1 recovery = 80%, RQD = 75%
50/4"
7
8
10
8
15
17
9
13
14
10
20
34
9
7
7
30
50/4"
R-1
R-2
Bentonite seal, 5.0 to 78.3 feet
Filter pack, sand 78.3 to 90.6 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2530
2525
2520
2515
2510
2505
2500
2495
CAVING>
PIEZOMETER NO. BLE-24
Sheet 2 of 3
8-21-15
DEPTH TO - WATER> INITIAL:
CLIENT:
70.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
CME 75; 8.25-inch OD hollow stem auger and NQ core barrel
J15-1957-51
AFTER 24 HOURS:68.7
PIEZOMETER NO. BLE-24
START:8-11-15
2571.05ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
R-2 recovery = 88%, RQD = 97%
Hard to very hard, slightly
weathered, light gray to dark
gray, quartz, slightly micaceous,
fine to medium grain sized
granitic GNEISS, well developed,
shallow dipping foliation; and
with close to moderately close,
shallow to moderately dipping,
healed joints
R-3 recovery = 96%, RQD = 96%
R-4 recovery = 99%, RQD = 99%
Auger refusal at 73.0 feet.
Coring terminated at 90.6 feet.
Groundwater encountered at
70.0 feet at time of drilling and at
68.7 after 24 hours.
R-3
R-4
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 80.4
to 90.4 feet
Pipe cap
Total well depth, 90.6 feet
SURFACE COMPLETION
4.0-foot stick-up, no casing
Top of PVC casing elev. = 2,575.05
feet
Pad elev. = 2,571.05 feet
Northing = 721,204.27'
Easting = 810,398.58'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
2490
2485
2480
2475
2470
2465
2460
2455
CAVING>
PIEZOMETER NO. BLE-24
Sheet 3 of 3
8-21-15
DEPTH TO - WATER> INITIAL:
CLIENT:
70.0
PROJECT NO.:
END:Santek Waste Services
Haywood County, North Carolina
Landprobe, W. Burnette
ELEVATION/
DEPTH (FT)
85
90
95
100
105
110
115
PROJECT:
CME 75; 8.25-inch OD hollow stem auger and NQ core barrel
J15-1957-51
AFTER 24 HOURS:68.7
PIEZOMETER NO. BLE-24
START:8-11-15
2571.05ELEVATION:
I. IrizarryLOGGED BY:
White Oak MSW Landifll (Phase 4 & 5)
GE
O
T
_
W
E
L
L

1
9
5
7
-
5
1
.
G
P
J

8
/
2
4
/
1
6
SOIL
TYPE
SA
M
P
L
E
S
1025 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
MONITOR WELL INSTALLATION
DETAILS
3-inches of GRAVEL
Tan and brown, micaceous, silty, fine to medium SAND -
(fill)
PARTIALLY WEATHERED ROCK which sampled as gray
and brown, micaceous, silty, fine to medium SAND -
(residuum)
PARTIALLY WEATHERED ROCK which sampled as tan
and brown, micaceous, silty, fine to medium SAND
SURFACE COMPLETION
3.42-foot stick-up with 4" x 4" x 5'
long steel protective cover installed
in a 3' x 3' x 4" thick concrete pad
1/4-inch vent and weep holes
installed in the PVC casing and the
protective cover, respectively
Top of casing elev. = 2,542.55 feet
Ground surface elev. = 2,539.13 feet
Northing = 721,783.47'
Easting = 811,219.93'
Neat cement, 0 to 34.0 feet
Bentonite seal, 34.0 to 38.7 feet
Filter pack, sand 38.7 to 63.0 feet
DESCRIPTION
LOCATION:
DRILLER:
Haywood County White Oak MSW Landfill
Haywood County, North Carolina
Landprobe, M. King
DRILLING METHOD:
2535
2530
2525
2520
2515
2510
2505
2500
Haywood County
CAVING>
GROUNDWATER MONITORING WELL NO. MW-17
Sheet 1 of 2
9-20-10
DEPTH TO - WATER> INITIAL:
CLIENT:
60.0
GROUNDWATER MONITORING WELL NO. MW-17
PROJECT NO.:
2539.13ELEVATION:
B. NisbethLOGGED BY:
END:START:9-15-10
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
Schramm T450WS; 6-inch diameter air rotary hammer
J10-1957-17
AFTER 23 HOURS:48.65
GE
O
T
_
W
E
L
L
N
B

1
9
5
7
-
1
7
.
G
P
J

1
1
/
3
/
1
0
SOIL
TYPE MONITOR WELL INSTALLATIONDETAILS
BEDROCK which sampled as gray, slightly micaceous,
silty, fine to medium SAND
BEDROCK which sampled as tan and brown, micaceous,
silty, fine to medium SAND
Soil seam from 43 to 45 feet
BEDROCK which sampled as gray, slightly micaceous,
silty, fine to medium SAND
Fracture at 51 feet
Boring terminated at 63.0 feet. Groundwater encountered
at 60.0 feet at time of drilling and at 48.65 feet after 23
hours.
Filter pack, sand 38.7 to 63.0 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 43.0 to
58.0 feet
Pipe cap
Total well depth, 58.2 feet
DESCRIPTION
LOCATION:
DRILLER:
Haywood County White Oak MSW Landfill
Haywood County, North Carolina
Landprobe, M. King
DRILLING METHOD:
2495
2490
2485
2480
2475
2470
2465
2460
Haywood County
CAVING>
GROUNDWATER MONITORING WELL NO. MW-17
Sheet 2 of 2
9-20-10
DEPTH TO - WATER> INITIAL:
CLIENT:
60.0
GROUNDWATER MONITORING WELL NO. MW-17
PROJECT NO.:
2539.13ELEVATION:
B. NisbethLOGGED BY:
END:START:9-15-10
ELEVATION/DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
Schramm T450WS; 6-inch diameter air rotary hammer
J10-1957-17
AFTER 23 HOURS:48.65
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SOIL
TYPE MONITOR WELL INSTALLATIONDETAILS

APPENDIX C

PIEZOMETER INSTALLATION PROCEDURES

APPENDIX C

PIEZOMETER INSTALLATION PROCEDURES

Groundwater piezometers were installed in the boreholes resulting from the drilling process.
Approximate well locations are shown on the attached Site Topographic Map and
Piezometer/Boring Location Plan (Figure 3).

The piezometer consists of 2-inch diameter PVC pipe (Schedule 40 with flush-threaded joints)
inserted into a 8.25-inch diameter augured borehole. The bottom 5 to 10-foot section of each
piezometer was a manufactured screen with 0.010-inch slots. Washed sand backfill was placed
around the outside of the pipe to at least 1 to 2 feet above the top of the well screen. A bentonite
seal (minimum 2-foot thick) was installed on top of the sand backfill. A cement-bentonite grout
mixture was tremied from the top the bentonite seal up to the ground surface. A PVC cap was
placed over the PVC well stickup on each piezometer. Piezometer construction records are
attached in Appendix B.

APPENDIX D

PRECIPITATION DATA AND CHARTS
MONTHLY PRECIPITATION DATA - 1995 TO 2016
North Carolina Division 1
White Oak MSW Landfill - Phase 4 & 5 DHR
Haywood County, North Carolina
BLE Project Number J15-1957-51
Year
MONTH 1995 1996 1997 1998 1999 2000 2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016 Monthly Avg.
January 8.14 9.61 5.18 10.48 6.59 4.85 3.91 5.7 2.65 2.14 2.83 5.32 4.56 2.67 4.38 6.67 2.83 5.22 10.83 3.12 3.66 3.64 5.23
February 5.99 4.03 5.5 7.39 4.77 2.85 3.92 1.6 6.45 4.59 3.87 2.44 1.86 4.69 2.51 3.98 2.86 2.29 4.44 4.01 3.37 6.57 4.09
March 4.01 5.55 7.98 4.88 3.72 4.47 5.39 6.15 4.99 3.17 4.77 1.99 4.03 5.5 5.01 3.9 8.89 5 4.82 3.38 3.35 1.68 4.67
April 1.83 4.16 6.08 8.52 3.93 6.53 1.82 2.24 6.54 3.53 4.68 5.11 2.76 3.61 4.08 3.18 6.21 5 6.89 5.32 6.47 2.51 4.59
May 4.57 4.21 3.78 3.68 3.91 3.19 3.48 4.48 9.73 4.53 2.9 3 1.58 3.03 8.87 4.87 3.37 5.3 6.69 4.02 2.45 4.19 4.36
June 7.2 4.51 6.47 5.87 5.95 4.3 5.71 3.37 5.83 6.17 8.48 5.08 3.83 2.4 4.88 3.76 5.07 2.86 8.15 5.03 4.4 3.05 5.11
July 3.6 4.72 4.32 3.1 4.75 4.2 6.19 3.68 8.21 6.24 8.3 3.56 4.73 4.26 3.89 3.79 4.28 6.95 13.57 5.39 5.06 4.37 5.33
August 7.84 6.78 1.11 2.67 2.1 3.4 3.97 3.63 6.17 4.17 6.96 5.55 2.18 6.11 5.34 4.74 2.78 4.87 5.25 3.91 3.69 4.44
September 3.46 6.2 5.69 2.06 2.66 4.24 4.69 7.03 4.34 14.01 0.88 6.6 2.64 2.17 8.71 4.54 5.75 5.23 3.77 4.43 5.18 4.97
October 8.34 1.82 4.86 2.67 3.92 0.07 1.7 4.93 2.53 2.34 3.17 4.75 3.27 2.34 6.54 3.75 3.26 4.76 1.94 5.72 7.89 3.84
November 5.55 5.53 2.53 3.29 4.7 4.86 1.88 5.37 6.22 6.4 4.79 4.66 2.29 2.51 6.03 3.53 6.58 0.91 4.88 3.98 8.94 4.54
December 2.44 5.99 4.11 5.24 2.46 2.57 3.38 6.5 4.2 5.05 4.26 3.84 4.61 6.56 8.64 4.52 5.81 6.1 8.56 3.45 11.45 5.23
SEASON Seasonal Avg.
Winter 18.14 19.19 18.66 22.75 15.08 12.17 13.22 13.45 14.09 9.9 11.47 9.75 10.45 12.86 11.9 14.55 14.58 12.51 20.09 10.51 10.38 11.89 13.98
Spring 13.6 12.88 16.33 18.07 13.79 14.02 11.01 10.09 22.1 14.23 16.06 13.19 8.17 9.04 17.83 11.81 14.65 13.16 21.73 14.37 13.32 9.75 14.05
Summer 14.9 17.7 11.12 7.83 9.51 11.84 14.85 14.34 18.72 24.42 16.14 15.71 9.55 12.54 17.94 13.07 12.81 17.05 22.59 13.73 13.93 14.78
Fall 16.33 13.34 11.5 11.2 11.08 7.5 6.96 16.8 12.95 13.79 12.22 13.25 10.17 11.41 21.21 11.8 15.65 11.77 15.38 13.15 28.28 13.61
Yearly Avg.
Yearly Totals 62.97 63.11 57.61 59.85 49.46 45.53 46.04 54.68 67.86 62.34 55.89 51.90 38.34 45.85 68.88 51.23 57.69 54.49 79.79 51.76 65.91 56.37
Notes:
1. Data Source: NOAA, public information - Updated through July 2016.
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DATE
PALMER DROUGHT SEVERITY INDEX
North Carolina Division 1
White Oak MSW Landfill
Haywood County, NC
BLE Project Number J15-1957-51

APPENDIX E

SLUG TEST PROCEDURES AND RESULTS

APPENDIX E

SLUG TEST PROCEDURES AND RESULTS

Slug tests were performed in the field to estimate the average hydraulic conductivity of the upper
formation material. Hydraulic conductivity is a constant of proportionality relating to the ease with
which a fluid passes through a porous medium. These data were used to estimate the groundwater
flow velocities of groundwater beneath the site. The field procedure was as follows:

 Measure the static groundwater elevation in the well to be tested.

 Affect an instantaneous change to the static water level in the well by removing a known
volume of water.

 Measure the rate at which shown on the attached sheets the water level recovers to its original
level.

The resulting slug test data (time versus water level) was reduced and hydraulic conductivity
values were calculated using the Bouwer and Rice Method for partially-penetrating wells in an
unconfined aquifer.
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C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-02 DHR Ph 3-4\Slugs\Final\BLE-11.slg Page 1
Rising Head Slug Test
Site Name:White Oak Landfill
Location:Haywood County, NC
Test Date:9/26/07
Client:McGill Associates
Project Number:J07-1957-02
Import File:C:\Public PC058\Projects\Haywood County LF\Active White Oak LF\Slugs\Revised\BL
Well Label:BLE-11
Aquifer Thickness:12.12 feet
Screen Length:10. feet
Casing Radius:8.33e-002 feet
Effective Radius:0.3438 feet
Static Water Level:0. feet
Water Table to Screen Bottom:12.12 feet
Anisotropy Ratio:1.
Time Adjustment:1500 Seconds
Test starts with trial 0
There are 58 time and drawdown measurements
Maximum head is 3.212 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(minutes)(minutes)(feet)(feet)
1 25.0.3.212 3.212 1.
2 26.1.2.75 2.75 0.8562
3 27.2.2.593 2.593 0.8073
4 28.3.2.605 2.605 0.811
5 29.4.2.52 2.52 0.7846
6 30.5.2.417 2.417 0.7525
7 31.6.2.286 2.286 0.7117
8 32.7.2.159 2.159 0.6722
9 33.8.2.209 2.209 0.6877
10 34.9.2.063 2.063 0.6423
11 35.10.1.993 1.993 0.6205
12 36.11.1.979 1.979 0.6161
13 37.12.1.941 1.941 0.6043
14 38.13.1.887 1.887 0.5875
15 39.14.1.845 1.845 0.5744
16 40.15.1.822 1.822 0.5672
17 41.16.1.77 1.77 0.5511
18 42.17.1.733 1.733 0.5395
19 43.18.1.683 1.683 0.524
20 44.19.1.613 1.613 0.5022
21 45.20.1.559 1.559 0.4854
22 46.21.1.531 1.531 0.4767
23 47.22.1.489 1.489 0.4636
24 48.23.1.454 1.454 0.4527
25 49.24.1.421 1.421 0.4424
26 50.25.1.419 1.419 0.4418
27 51.26.1.365 1.365 0.425
28 52.27.1.332 1.332 0.4147
29 53.28.1.301 1.301 0.405
30 54.29.1.275 1.275 0.3969
31 55.30.1.25 1.25 0.3892
32 56.31.1.226 1.226 0.3817
33 57.32.1.205 1.205 0.3752
C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-02 DHR Ph 3-4\Slugs\Final\BLE-11.slg Page 2
34 58.33.1.191 1.191 0.3708
35 59.34.1.179 1.179 0.3671
36 60.35.1.158 1.158 0.3605
37 61.36.1.13 1.13 0.3518
38 62.37.1.114 1.114 0.3468
39 63.38.1.102 1.102 0.3431
40 64.39.1.083 1.083 0.3372
41 65.40.1.05 1.05 0.3269
42 66.41.1.043 1.043 0.3247
43 67.42.1.025 1.025 0.3191
44 68.43.1.008 1.008 0.3138
45 69.44.0.982 0.982 0.3057
46 70.45.0.961 0.961 0.2992
47 71.46.0.952 0.952 0.2964
48 72.47.0.933 0.933 0.2905
49 73.48.0.929 0.929 0.2892
50 74.49.0.914 0.914 0.2846
51 75.50.0.903 0.903 0.2811
52 76.51.0.882 0.882 0.2746
53 77.52.0.872 0.872 0.2715
54 78.53.0.86 0.86 0.2677
55 79.54.0.849 0.849 0.2643
56 80.55.0.837 0.837 0.2606
57 81.56.0.825 0.825 0.2568
58 82.57.0.781 0.781 0.2432
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C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-02 DHR Ph 3-4\Slugs\Final\BLE-14.slg Page 1
Falling Head Slug Test
Site Name:White Oak Landfill
Location:Haywood County, NC
Test Date:9/26/07
Client:McGill Associates
Project Number:J07-1957-02
Import File:C:\Public PC058\Projects\Haywood County LF\Active White Oak LF\Slugs\Revised\BL
Well Label:BLE-14
Aquifer Thickness:14.96 feet
Screen Length:10. feet
Casing Radius:8.33e-002 feet
Effective Radius:0.3438 feet
Static Water Level:0. feet
Water Table to Screen Bottom:14.96 feet
Anisotropy Ratio:1.
Time Adjustment:110. Seconds
Test starts with trial 0
There are 75 time and drawdown measurements
Maximum head is 5.481 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(minutes)(minutes)(feet)(feet)
1 1.833 0.5.481 5.481 1.
2 2.0.167 3.781 3.781 0.6898
3 2.167 0.334 3.746 3.746 0.6835
4 2.333 0.5 3.713 3.713 0.6774
5 2.5 0.667 3.678 3.678 0.671
6 2.667 0.834 3.629 3.629 0.6621
7 2.833 1.3.612 3.612 0.659
8 3.1.167 3.582 3.582 0.6535
9 3.167 1.334 3.554 3.554 0.6484
10 3.333 1.5 3.521 3.521 0.6424
11 3.5 1.667 3.49 3.49 0.6367
12 3.667 1.834 3.462 3.462 0.6316
13 3.833 2.3.434 3.434 0.6265
14 4.2.167 3.404 3.404 0.6211
15 4.167 2.334 3.373 3.373 0.6154
16 4.333 2.5 3.345 3.345 0.6103
17 4.5 2.667 3.317 3.317 0.6052
18 4.667 2.834 3.289 3.289 0.6001
19 4.833 3.3.261 3.261 0.595
20 5.3.167 3.235 3.235 0.5902
21 5.167 3.334 3.207 3.207 0.5851
22 5.333 3.5 3.179 3.179 0.58
23 5.5 3.667 3.153 3.153 0.5753
24 5.667 3.834 3.127 3.127 0.5705
25 5.833 4.3.101 3.101 0.5658
26 6.4.167 3.076 3.076 0.5612
27 6.167 4.334 3.05 3.05 0.5565
28 6.333 4.5 3.024 3.024 0.5517
29 6.5 4.667 2.998 2.998 0.547
30 6.667 4.834 2.975 2.975 0.5428
31 6.833 5.2.949 2.949 0.538
32 7.5.167 2.923 2.923 0.5333
33 7.167 5.334 2.9 2.9 0.5291
C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-02 DHR Ph 3-4\Slugs\Final\BLE-14.slg Page 2
34 7.333 5.5 2.876 2.876 0.5247
35 7.5 5.667 2.855 2.855 0.5209
36 7.667 5.834 2.827 2.827 0.5158
37 7.833 6.2.804 2.804 0.5116
38 8.6.167 2.783 2.783 0.5078
39 8.167 6.334 2.759 2.759 0.5034
40 8.333 6.5 2.736 2.736 0.4992
41 8.5 6.667 2.715 2.715 0.4953
42 8.667 6.834 2.691 2.691 0.491
43 8.833 7.2.668 2.668 0.4868
44 9.7.167 2.647 2.647 0.4829
45 9.167 7.334 2.625 2.625 0.4789
46 9.333 7.5 2.607 2.607 0.4756
47 9.5 7.667 2.583 2.583 0.4713
48 9.667 7.834 2.562 2.562 0.4674
49 9.833 8.2.543 2.543 0.464
50 10.8.167 2.522 2.522 0.4601
51 11.9.167 2.4 2.4 0.4379
52 12.10.17 2.288 2.288 0.4174
53 13.11.17 2.18 2.18 0.3977
54 14.12.17 2.077 2.077 0.3789
55 15.13.17 1.978 1.978 0.3609
56 16.14.17 1.885 1.885 0.3439
57 17.15.17 1.798 1.798 0.328
58 18.16.17 1.711 1.711 0.3122
59 19.17.17 1.632 1.632 0.2978
60 20.18.17 1.554 1.554 0.2835
61 21.19.17 1.484 1.484 0.2708
62 22.20.17 1.411 1.411 0.2574
63 23.21.17 1.345 1.345 0.2454
64 24.22.17 1.282 1.282 0.2339
65 25.23.17 1.221 1.221 0.2228
66 26.24.17 1.163 1.163 0.2122
67 27.25.17 1.109 1.109 0.2023
68 28.26.17 1.057 1.057 0.1928
69 29.27.17 1.006 1.006 0.1835
70 30.28.17 0.959 0.959 0.175
71 31.29.17 0.914 0.914 0.1668
72 32.30.17 0.872 0.872 0.1591
73 33.31.17 0.827 0.827 0.1509
74 34.32.17 0.79 0.79 0.1441
75 35.33.17 0.75 0.75 0.1368
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C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-51 DHR Ph 4-5\3 Slug Tests\AWA Analysis\BLE-18\WOLFBLE18FHAWA.slg Page 1
Falling Head Slug Test
Site Name:White Oak Landfill
Location:Haywood County, NC
Test Date:March 23, 2016
Project Number:J16-1957-51
Import File:E:\AWA Projects\McGill\Haywood County LF\1957-51 WOLF Phases 4&5 DHR\Slug T
Well Label:BLE-18
Aquifer Thickness:22.07 feet
Screen Length:10. feet
Casing Radius:8.333e-002 feet
Effective Radius:0.3438 feet
Gravel Pack Porosity:30. %
Corrected Casing Radius:0.2008 feet
Static Water Level:0. feet
Water Table to Screen Bottom:22.07 feet
Anisotropy Ratio:1.
Time Adjustment:0. Seconds
Test starts with trial 0
There are 98 time and drawdown measurements
Maximum head is 3.386 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(minutes)(minutes)(feet)(feet)
1 0.0.3.386 3.386 1.
2 1.67e-002 1.67e-002 3.359 3.359 0.992
3 3.33e-002 3.33e-002 3.332 3.332 0.9841
4 5.e-002 5.e-002 3.285 3.285 0.9702
5 6.67e-002 6.67e-002 3.215 3.215 0.9495
6 8.33e-002 8.33e-002 3.138 3.138 0.9268
7 0.1 0.1 3.068 3.068 0.9061
8 0.1167 0.1167 2.998 2.998 0.8854
9 0.1333 0.1333 2.936 2.936 0.8671
10 0.15 0.15 2.874 2.874 0.8488
11 0.1667 0.1667 2.816 2.816 0.8317
12 0.1833 0.1833 2.757 2.757 0.8142
13 0.2 0.2 2.707 2.707 0.7995
14 0.2167 0.2167 2.652 2.652 0.7832
15 0.2333 0.2333 2.606 2.606 0.7696
16 0.25 0.25 2.551 2.551 0.7534
17 0.2667 0.2667 2.501 2.501 0.7386
18 0.2833 0.2833 2.454 2.454 0.7247
19 0.3 0.3 2.408 2.408 0.7112
20 0.3167 0.3167 2.369 2.369 0.6996
21 0.3333 0.3333 2.326 2.326 0.6869
22 0.35 0.35 2.284 2.284 0.6745
23 0.3667 0.3667 2.245 2.245 0.663
24 0.3833 0.3833 2.214 2.214 0.6539
25 0.4 0.4 2.167 2.167 0.64
26 0.4167 0.4167 2.132 2.132 0.6297
27 0.4333 0.4333 2.093 2.093 0.6181
28 0.45 0.45 2.058 2.058 0.6078
29 0.4667 0.4667 2.023 2.023 0.5975
30 0.4833 0.4833 1.985 1.985 0.5862
31 0.5 0.5 1.954 1.954 0.5771
32 0.5167 0.5167 1.922 1.922 0.5676
C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-51 DHR Ph 4-5\3 Slug Tests\AWA Analysis\BLE-18\WOLFBLE18FHAWA.slg Page 2
33 0.5333 0.5333 1.888 1.888 0.5576
34 0.55 0.55 1.86 1.86 0.5493
35 0.5667 0.5667 1.829 1.829 0.5402
36 0.5833 0.5833 1.798 1.798 0.531
37 0.6 0.6 1.771 1.771 0.523
38 0.7667 0.7667 1.511 1.511 0.4462
39 0.9333 0.9333 1.297 1.297 0.383
40 1.1 1.1 1.119 1.119 0.3305
41 1.267 1.267 0.967 0.967 0.2856
42 1.433 1.433 0.843 0.843 0.249
43 1.6 1.6 0.738 0.738 0.218
44 1.767 1.767 0.649 0.649 0.1917
45 1.933 1.933 0.567 0.567 0.1675
46 2.1 2.1 0.501 0.501 0.148
47 2.267 2.267 0.443 0.443 0.1308
48 2.433 2.433 0.401 0.401 0.1184
49 2.6 2.6 0.358 0.358 0.1057
50 2.767 2.767 0.319 0.319 9.421e-002
51 2.933 2.933 0.288 0.288 8.506e-002
52 3.1 3.1 0.257 0.257 7.59e-002
53 3.267 3.267 0.234 0.234 6.911e-002
54 3.433 3.433 0.214 0.214 6.32e-002
55 3.6 3.6 0.195 0.195 5.759e-002
56 3.767 3.767 0.179 0.179 5.286e-002
57 3.933 3.933 0.164 0.164 4.843e-002
58 4.1 4.1 0.152 0.152 4.489e-002
59 4.267 4.267 0.14 0.14 4.135e-002
60 4.433 4.433 0.129 0.129 3.81e-002
61 4.6 4.6 0.121 0.121 3.574e-002
62 4.767 4.767 0.113 0.113 3.337e-002
63 4.933 4.933 0.105 0.105 3.101e-002
64 5.1 5.1 9.8e-002 9.8e-002 2.894e-002
65 5.267 5.267 9.4e-002 9.4e-002 2.776e-002
66 5.433 5.433 8.6e-002 8.6e-002 2.54e-002
67 5.6 5.6 7.8e-002 7.8e-002 2.304e-002
68 5.767 5.767 7.8e-002 7.8e-002 2.304e-002
69 5.933 5.933 7.e-002 7.e-002 2.067e-002
70 6.1 6.1 6.6e-002 6.6e-002 1.949e-002
71 6.267 6.267 6.2e-002 6.2e-002 1.831e-002
72 6.433 6.433 5.8e-002 5.8e-002 1.713e-002
73 6.6 6.6 5.8e-002 5.8e-002 1.713e-002
74 6.767 6.767 5.5e-002 5.5e-002 1.624e-002
75 6.933 6.933 5.5e-002 5.5e-002 1.624e-002
76 7.1 7.1 5.1e-002 5.1e-002 1.506e-002
77 7.267 7.267 4.7e-002 4.7e-002 1.388e-002
78 7.433 7.433 4.7e-002 4.7e-002 1.388e-002
79 7.6 7.6 4.7e-002 4.7e-002 1.388e-002
80 7.767 7.767 4.3e-002 4.3e-002 1.27e-002
81 7.933 7.933 4.3e-002 4.3e-002 1.27e-002
82 8.1 8.1 3.9e-002 3.9e-002 1.152e-002
83 8.267 8.267 3.5e-002 3.5e-002 1.034e-002
84 8.433 8.433 3.6e-002 3.6e-002 1.063e-002
85 8.6 8.6 3.2e-002 3.2e-002 9.451e-003
86 8.767 8.767 3.2e-002 3.2e-002 9.451e-003
87 8.933 8.933 2.8e-002 2.8e-002 8.269e-003
88 9.1 9.1 2.8e-002 2.8e-002 8.269e-003
89 9.267 9.267 2.8e-002 2.8e-002 8.269e-003
C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-51 DHR Ph 4-5\3 Slug Tests\AWA Analysis\BLE-18\WOLFBLE18FHAWA.slg Page 3
90 9.433 9.433 2.4e-002 2.4e-002 7.088e-003
91 9.6 9.6 2.4e-002 2.4e-002 7.088e-003
92 10.6 10.6 1.6e-002 1.6e-002 4.725e-003
93 11.6 11.6 1.2e-002 1.2e-002 3.544e-003
94 12.6 12.6 1.2e-002 1.2e-002 3.544e-003
95 13.6 13.6 8.e-003 8.e-003 2.363e-003
96 14.6 14.6 4.e-003 4.e-003 1.181e-003
97 15.6 15.6 4.e-003 4.e-003 1.181e-003
98 16.6 16.6 0.0.0.
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C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-51 DHR Ph 4-5\3 Slug Tests\AWA Analysis\BLE-19\WOLFBLE19FHAWA.slg Page 1
Falling Head Slug Test
Site Name:White Oak Landfill
Location:Haywood County, NC
Test Date:March 23, 2016
Project Number:J16-1957-51
Import File:E:\AWA Projects\McGill\Haywood County LF\1957-51 WOLF Phases 4&5 DHR\Slug T
Well Label:BLE-19
Aquifer Thickness:18.26 feet
Screen Length:10. feet
Casing Radius:8.333e-002 feet
Effective Radius:0.3438 feet
Gravel Pack Porosity:30. %
Corrected Casing Radius:0.2008 feet
Static Water Level:0. feet
Water Table to Screen Bottom:18.26 feet
Anisotropy Ratio:1.
Time Adjustment:0. Seconds
Test starts with trial 0
There are 90 time and drawdown measurements
Maximum head is 2.707 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(minutes)(minutes)(feet)(feet)
1 0.0.2.707 2.707 1.
2 1.67e-002 1.67e-002 2.695 2.695 0.9956
3 3.33e-002 3.33e-002 2.664 2.664 0.9841
4 5.e-002 5.e-002 2.633 2.633 0.9727
5 6.67e-002 6.67e-002 2.598 2.598 0.9597
6 8.33e-002 8.33e-002 2.571 2.571 0.9498
7 0.1 0.1 2.54 2.54 0.9383
8 0.1167 0.1167 2.513 2.513 0.9283
9 0.1333 0.1333 2.482 2.482 0.9169
10 0.15 0.15 2.45 2.45 0.9051
11 0.1667 0.1667 2.423 2.423 0.8951
12 0.1833 0.1833 2.392 2.392 0.8836
13 0.2 0.2 2.365 2.365 0.8737
14 0.2167 0.2167 2.338 2.338 0.8637
15 0.2333 0.2333 2.315 2.315 0.8552
16 0.25 0.25 2.287 2.287 0.8448
17 0.2667 0.2667 2.26 2.26 0.8349
18 0.2833 0.2833 2.233 2.233 0.8249
19 0.3 0.3 2.206 2.206 0.8149
20 0.3167 0.3167 2.183 2.183 0.8064
21 0.3333 0.3333 2.155 2.155 0.7961
22 0.35 0.35 2.128 2.128 0.7861
23 0.3667 0.3667 2.105 2.105 0.7776
24 0.3833 0.3833 2.082 2.082 0.7691
25 0.4167 0.4167 2.012 2.012 0.7433
26 0.4333 0.4333 1.985 1.985 0.7333
27 0.45 0.45 1.954 1.954 0.7218
28 0.4667 0.4667 1.93 1.93 0.713
29 0.4833 0.4833 1.907 1.907 0.7045
30 0.5 0.5 1.888 1.888 0.6975
31 0.5167 0.5167 1.864 1.864 0.6886
32 0.5333 0.5333 1.841 1.841 0.6801
C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-51 DHR Ph 4-5\3 Slug Tests\AWA Analysis\BLE-19\WOLFBLE19FHAWA.slg Page 2
33 0.7 0.7 1.639 1.639 0.6055
34 0.8667 0.8667 1.457 1.457 0.5382
35 1.033 1.033 1.297 1.297 0.4791
36 1.2 1.2 1.154 1.154 0.4263
37 1.367 1.367 1.029 1.029 0.3801
38 1.533 1.533 0.917 0.917 0.3388
39 1.7 1.7 0.82 0.82 0.3029
40 1.867 1.867 0.73 0.73 0.2697
41 2.033 2.033 0.653 0.653 0.2412
42 2.2 2.2 0.583 0.583 0.2154
43 2.367 2.367 0.521 0.521 0.1925
44 2.533 2.533 0.466 0.466 0.1721
45 2.7 2.7 0.416 0.416 0.1537
46 2.867 2.867 0.373 0.373 0.1378
47 3.033 3.033 0.334 0.334 0.1234
48 3.2 3.2 0.3 0.3 0.1108
49 3.367 3.367 0.269 0.269 9.937e-002
50 3.533 3.533 0.241 0.241 8.903e-002
51 3.7 3.7 0.218 0.218 8.053e-002
52 3.867 3.867 0.195 0.195 7.204e-002
53 4.033 4.033 0.175 0.175 6.465e-002
54 4.2 4.2 0.16 0.16 5.911e-002
55 4.367 4.367 0.144 0.144 5.32e-002
56 4.533 4.533 0.129 0.129 4.765e-002
57 4.7 4.7 0.117 0.117 4.322e-002
58 4.867 4.867 0.105 0.105 3.879e-002
59 5.033 5.033 9.8e-002 9.8e-002 3.62e-002
60 5.2 5.2 9.e-002 9.e-002 3.325e-002
61 5.367 5.367 7.8e-002 7.8e-002 2.881e-002
62 5.533 5.533 7.4e-002 7.4e-002 2.734e-002
63 5.7 5.7 7.e-002 7.e-002 2.586e-002
64 5.867 5.867 6.3e-002 6.3e-002 2.327e-002
65 6.033 6.033 5.5e-002 5.5e-002 2.032e-002
66 6.2 6.2 5.1e-002 5.1e-002 1.884e-002
67 6.367 6.367 4.7e-002 4.7e-002 1.736e-002
68 6.533 6.533 4.3e-002 4.3e-002 1.588e-002
69 6.7 6.7 4.3e-002 4.3e-002 1.588e-002
70 6.867 6.867 3.5e-002 3.5e-002 1.293e-002
71 7.033 7.033 3.2e-002 3.2e-002 1.182e-002
72 7.2 7.2 3.2e-002 3.2e-002 1.182e-002
73 7.367 7.367 2.8e-002 2.8e-002 1.034e-002
74 7.533 7.533 2.8e-002 2.8e-002 1.034e-002
75 7.7 7.7 2.4e-002 2.4e-002 8.866e-003
76 7.867 7.867 2.4e-002 2.4e-002 8.866e-003
77 8.033 8.033 2.e-002 2.e-002 7.388e-003
78 8.2 8.2 2.e-002 2.e-002 7.388e-003
79 8.367 8.367 2.e-002 2.e-002 7.388e-003
80 8.533 8.533 1.6e-002 1.6e-002 5.911e-003
81 8.7 8.7 1.2e-002 1.2e-002 4.433e-003
82 8.867 8.867 1.2e-002 1.2e-002 4.433e-003
83 9.033 9.033 1.6e-002 1.6e-002 5.911e-003
84 9.2 9.2 1.2e-002 1.2e-002 4.433e-003
85 9.367 9.367 1.2e-002 1.2e-002 4.433e-003
86 9.533 9.533 1.2e-002 1.2e-002 4.433e-003
87 10.53 10.53 4.e-003 4.e-003 1.478e-003
88 11.53 11.53 4.e-003 4.e-003 1.478e-003
89 12.53 12.53 1.e-003 1.e-003 3.694e-004
C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-51 DHR Ph 4-5\3 Slug Tests\AWA Analysis\BLE-19\WOLFBLE19FHAWA.slg Page 3
90 13.53 13.53 0.0.0.
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C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-51 DHR Ph 4-5\3 Slug Tests\AWA Analysis\BLE-22\WOLFBLE22FHAWA.slg Page 1
Falling Head Slug Test
Site Name:White Oak Landfill
Location:Haywood County, NC
Test Date:March 23, 2016
Project Number:J16-1957-51
Import File:E:\AWA Projects\McGill\Haywood County LF\1957-51 WOLF Phases 4&5 DHR\Slug T
Well Label:BLE-22
Aquifer Thickness:44.61 feet
Screen Length:10. feet
Casing Radius:8.333e-002 feet
Effective Radius:0.3438 feet
Gravel Pack Porosity:30. %
Corrected Casing Radius:0.2008 feet
Static Water Level:0. feet
Water Table to Screen Bottom:44.61 feet
Anisotropy Ratio:1.
Time Adjustment:0. Seconds
Test starts with trial 0
There are 117 time and drawdown measurements
Maximum head is 3.118 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(minutes)(minutes)(feet)(feet)
1 0.0.3.118 3.118 1.
2 1.7e-002 1.7e-002 3.087 3.087 0.9901
3 3.3e-002 3.3e-002 3.052 3.052 0.9788
4 5.e-002 5.e-002 3.017 3.017 0.9676
5 6.7e-002 6.7e-002 2.986 2.986 0.9577
6 8.3e-002 8.3e-002 2.947 2.947 0.9452
7 0.15 0.15 2.799 2.799 0.8977
8 0.167 0.167 2.772 2.772 0.889
9 0.183 0.183 2.745 2.745 0.8804
10 0.2 0.2 2.714 2.714 0.8704
11 0.217 0.217 2.679 2.679 0.8592
12 0.233 0.233 2.652 2.652 0.8505
13 0.25 0.25 2.621 2.621 0.8406
14 0.267 0.267 2.59 2.59 0.8307
15 0.283 0.283 2.563 2.563 0.822
16 0.3 0.3 2.531 2.531 0.8117
17 0.317 0.317 2.504 2.504 0.8031
18 0.333 0.333 2.477 2.477 0.7944
19 0.35 0.35 2.45 2.45 0.7858
20 0.367 0.367 2.423 2.423 0.7771
21 0.383 0.383 2.399 2.399 0.7694
22 0.4 0.4 2.372 2.372 0.7607
23 0.417 0.417 2.345 2.345 0.7521
24 0.433 0.433 2.322 2.322 0.7447
25 0.45 0.45 2.295 2.295 0.736
26 0.467 0.467 2.271 2.271 0.7284
27 0.483 0.483 2.248 2.248 0.721
28 0.5 0.5 2.225 2.225 0.7136
29 0.517 0.517 2.198 2.198 0.7049
30 0.533 0.533 2.174 2.174 0.6972
31 0.55 0.55 2.151 2.151 0.6899
32 0.567 0.567 2.128 2.128 0.6825
C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-51 DHR Ph 4-5\3 Slug Tests\AWA Analysis\BLE-22\WOLFBLE22FHAWA.slg Page 2
33 0.583 0.583 2.108 2.108 0.6761
34 0.6 0.6 2.085 2.085 0.6687
35 0.617 0.617 2.062 2.062 0.6613
36 0.633 0.633 2.042 2.042 0.6549
37 0.65 0.65 2.019 2.019 0.6475
38 0.667 0.667 2.2.0.6414
39 0.833 0.833 1.802 1.802 0.5779
40 1.1.1.631 1.631 0.5231
41 1.167 1.167 1.476 1.476 0.4734
42 1.333 1.333 1.34 1.34 0.4298
43 1.5 1.5 1.215 1.215 0.3897
44 1.667 1.667 1.107 1.107 0.355
45 1.833 1.833 1.01 1.01 0.3239
46 2.2.0.924 0.924 0.2963
47 2.167 2.167 0.846 0.846 0.2713
48 2.333 2.333 0.776 0.776 0.2489
49 2.5 2.5 0.714 0.714 0.229
50 2.667 2.667 0.656 0.656 0.2104
51 2.833 2.833 0.605 0.605 0.194
52 3.3.0.563 0.563 0.1806
53 3.167 3.167 0.52 0.52 0.1668
54 3.333 3.333 0.485 0.485 0.1555
55 3.5 3.5 0.45 0.45 0.1443
56 3.667 3.667 0.419 0.419 0.1344
57 3.833 3.833 0.392 0.392 0.1257
58 4.4.0.365 0.365 0.1171
59 4.167 4.167 0.342 0.342 0.1097
60 4.333 4.333 0.322 0.322 0.1033
61 4.5 4.5 0.303 0.303 9.718e-002
62 4.667 4.667 0.287 0.287 9.205e-002
63 4.833 4.833 0.268 0.268 8.595e-002
64 5.5.0.256 0.256 8.21e-002
65 5.167 5.167 0.237 0.237 7.601e-002
66 5.333 5.333 0.225 0.225 7.216e-002
67 5.5 5.5 0.213 0.213 6.831e-002
68 5.667 5.667 0.202 0.202 6.479e-002
69 5.833 5.833 0.194 0.194 6.222e-002
70 6.6.0.182 0.182 5.837e-002
71 6.167 6.167 0.175 0.175 5.613e-002
72 6.333 6.333 0.167 0.167 5.356e-002
73 6.5 6.5 0.155 0.155 4.971e-002
74 6.667 6.667 0.151 0.151 4.843e-002
75 6.833 6.833 0.144 0.144 4.618e-002
76 7.7.0.14 0.14 4.49e-002
77 7.167 7.167 0.132 0.132 4.233e-002
78 7.333 7.333 0.124 0.124 3.977e-002
79 7.5 7.5 0.12 0.12 3.849e-002
80 7.667 7.667 0.116 0.116 3.72e-002
81 7.833 7.833 0.108 0.108 3.464e-002
82 8.8.0.109 0.109 3.496e-002
83 8.167 8.167 0.105 0.105 3.368e-002
84 8.333 8.333 9.7e-002 9.7e-002 3.111e-002
85 8.5 8.5 9.7e-002 9.7e-002 3.111e-002
86 8.667 8.667 9.3e-002 9.3e-002 2.983e-002
87 8.833 8.833 8.9e-002 8.9e-002 2.854e-002
88 9.9.8.5e-002 8.5e-002 2.726e-002
89 9.167 9.167 8.1e-002 8.1e-002 2.598e-002
C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-51 DHR Ph 4-5\3 Slug Tests\AWA Analysis\BLE-22\WOLFBLE22FHAWA.slg Page 3
90 9.333 9.333 8.2e-002 8.2e-002 2.63e-002
91 9.5 9.5 7.8e-002 7.8e-002 2.502e-002
92 9.667 9.667 7.4e-002 7.4e-002 2.373e-002
93 10.67 10.67 6.2e-002 6.2e-002 1.988e-002
94 11.67 11.67 5.e-002 5.e-002 1.604e-002
95 12.67 12.67 4.2e-002 4.2e-002 1.347e-002
96 13.67 13.67 3.9e-002 3.9e-002 1.251e-002
97 14.67 14.67 3.1e-002 3.1e-002 9.942e-003
98 15.67 15.67 2.7e-002 2.7e-002 8.659e-003
99 16.67 16.67 2.7e-002 2.7e-002 8.659e-003
100 17.67 17.67 1.9e-002 1.9e-002 6.094e-003
101 18.67 18.67 1.9e-002 1.9e-002 6.094e-003
102 19.67 19.67 1.6e-002 1.6e-002 5.131e-003
103 20.67 20.67 1.6e-002 1.6e-002 5.131e-003
104 21.67 21.67 1.2e-002 1.2e-002 3.849e-003
105 22.67 22.67 1.2e-002 1.2e-002 3.849e-003
106 23.67 23.67 1.1e-002 1.1e-002 3.528e-003
107 24.67 24.67 7.e-003 7.e-003 2.245e-003
108 25.67 25.67 8.e-003 8.e-003 2.566e-003
109 26.67 26.67 8.e-003 8.e-003 2.566e-003
110 27.67 27.67 8.e-003 8.e-003 2.566e-003
111 28.67 28.67 8.e-003 8.e-003 2.566e-003
112 29.67 29.67 8.e-003 8.e-003 2.566e-003
113 30.67 30.67 3.e-003 3.e-003 9.622e-004
114 31.67 31.67 4.e-003 4.e-003 1.283e-003
115 32.67 32.67 4.e-003 4.e-003 1.283e-003
116 33.67 33.67 4.e-003 4.e-003 1.283e-003
117 34.67 34.67 0.0.0.
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C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-51 DHR Ph 4-5\3 Slug Tests\AWA Analysis\BLE-24\WOLFBLE24FHAWA.slg Page 1
Falling Head Slug Test
Site Name:White Oak Landfill
Location:Haywood County, NC
Test Date:March 22, 2016
Project Number:J16-1957-51
Import File:E:\AWA Projects\McGill\Haywood County LF\1957-51 WOLF Phases 4&5 DHR\Slug T
Well Label:BLE-24
Aquifer Thickness:25.6 feet
Screen Length:10. feet
Casing Radius:8.333e-002 feet
Effective Radius:0.3438 feet
Gravel Pack Porosity:30. %
Corrected Casing Radius:0.2008 feet
Static Water Level:0. feet
Water Table to Screen Bottom:25.6 feet
Anisotropy Ratio:1.
Time Adjustment:0. Seconds
Test starts with trial 0
There are 136 time and drawdown measurements
Maximum head is 1.119 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(minutes)(minutes)(feet)(feet)
1 0.0.1.119 1.119 1.
2 0.167 0.167 1.119 1.119 1.
3 0.333 0.333 1.115 1.115 0.9964
4 0.5 0.5 1.111 1.111 0.9929
5 0.667 0.667 1.107 1.107 0.9893
6 0.833 0.833 1.107 1.107 0.9893
7 1.1.1.1 1.1 0.983
8 1.167 1.167 1.1 1.1 0.983
9 1.333 1.333 1.096 1.096 0.9794
10 1.5 1.5 1.092 1.092 0.9759
11 1.667 1.667 1.088 1.088 0.9723
12 1.833 1.833 1.084 1.084 0.9687
13 2.2.1.08 1.08 0.9651
14 2.167 2.167 1.076 1.076 0.9616
15 2.333 2.333 1.076 1.076 0.9616
16 2.5 2.5 1.073 1.073 0.9589
17 2.667 2.667 1.069 1.069 0.9553
18 2.833 2.833 1.065 1.065 0.9517
19 3.3.1.065 1.065 0.9517
20 3.167 3.167 1.057 1.057 0.9446
21 3.333 3.333 1.057 1.057 0.9446
22 3.5 3.5 1.057 1.057 0.9446
23 3.667 3.667 1.053 1.053 0.941
24 3.833 3.833 1.049 1.049 0.9374
25 4.4.1.045 1.045 0.9339
26 4.167 4.167 1.045 1.045 0.9339
27 4.333 4.333 1.041 1.041 0.9303
28 4.5 4.5 1.037 1.037 0.9267
29 4.667 4.667 1.037 1.037 0.9267
30 4.833 4.833 1.033 1.033 0.9231
31 5.5.1.029 1.029 0.9196
32 5.167 5.167 1.029 1.029 0.9196
C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-51 DHR Ph 4-5\3 Slug Tests\AWA Analysis\BLE-24\WOLFBLE24FHAWA.slg Page 2
33 5.333 5.333 1.026 1.026 0.9169
34 5.5 5.5 1.022 1.022 0.9133
35 5.667 5.667 1.022 1.022 0.9133
36 5.833 5.833 1.018 1.018 0.9097
37 6.6.1.018 1.018 0.9097
38 6.167 6.167 1.014 1.014 0.9062
39 6.333 6.333 1.01 1.01 0.9026
40 6.5 6.5 1.01 1.01 0.9026
41 6.667 6.667 1.007 1.007 0.8999
42 6.833 6.833 1.007 1.007 0.8999
43 7.7.1.003 1.003 0.8963
44 7.167 7.167 1.003 1.003 0.8963
45 7.333 7.333 1.003 1.003 0.8963
46 7.5 7.5 0.999 0.999 0.8928
47 7.667 7.667 0.995 0.995 0.8892
48 7.833 7.833 0.991 0.991 0.8856
49 8.8.0.991 0.991 0.8856
50 8.167 8.167 0.987 0.987 0.882
51 8.333 8.333 0.983 0.983 0.8785
52 8.5 8.5 0.979 0.979 0.8749
53 8.667 8.667 0.979 0.979 0.8749
54 9.667 9.667 0.964 0.964 0.8615
55 10.67 10.67 0.952 0.952 0.8508
56 11.67 11.67 0.937 0.937 0.8374
57 12.67 12.67 0.921 0.921 0.8231
58 13.67 13.67 0.909 0.909 0.8123
59 14.67 14.67 0.894 0.894 0.7989
60 15.67 15.67 0.882 0.882 0.7882
61 16.67 16.67 0.866 0.866 0.7739
62 17.67 17.67 0.855 0.855 0.7641
63 18.67 18.67 0.844 0.844 0.7542
64 19.67 19.67 0.828 0.828 0.7399
65 20.67 20.67 0.812 0.812 0.7256
66 21.67 21.67 0.801 0.801 0.7158
67 22.67 22.67 0.785 0.785 0.7015
68 23.67 23.67 0.774 0.774 0.6917
69 24.67 24.67 0.762 0.762 0.681
70 25.67 25.67 0.75 0.75 0.6702
71 26.67 26.67 0.734 0.734 0.6559
72 27.67 27.67 0.723 0.723 0.6461
73 28.67 28.67 0.711 0.711 0.6354
74 29.67 29.67 0.696 0.696 0.622
75 30.67 30.67 0.684 0.684 0.6113
76 31.67 31.67 0.673 0.673 0.6014
77 32.67 32.67 0.661 0.661 0.5907
78 33.67 33.67 0.649 0.649 0.58
79 34.67 34.67 0.634 0.634 0.5666
80 35.67 35.67 0.622 0.622 0.5559
81 36.67 36.67 0.611 0.611 0.546
82 37.67 37.67 0.599 0.599 0.5353
83 38.67 38.67 0.587 0.587 0.5246
84 39.67 39.67 0.576 0.576 0.5147
85 40.67 40.67 0.564 0.564 0.504
86 41.67 41.67 0.548 0.548 0.4897
87 42.67 42.67 0.536 0.536 0.479
88 43.67 43.67 0.525 0.525 0.4692
89 44.67 44.67 0.513 0.513 0.4584
C:\MSP Files\Haywood Co LFs NC\Active White Oak LF\1957-51 DHR Ph 4-5\3 Slug Tests\AWA Analysis\BLE-24\WOLFBLE24FHAWA.slg Page 3
90 45.67 45.67 0.501 0.501 0.4477
91 46.67 46.67 0.49 0.49 0.4379
92 47.67 47.67 0.474 0.474 0.4236
93 48.67 48.67 0.466 0.466 0.4164
94 49.67 49.67 0.455 0.455 0.4066
95 50.67 50.67 0.443 0.443 0.3959
96 51.67 51.67 0.428 0.428 0.3825
97 52.67 52.67 0.42 0.42 0.3753
98 53.67 53.67 0.404 0.404 0.361
99 54.67 54.67 0.396 0.396 0.3539
100 55.67 55.67 0.385 0.385 0.3441
101 56.67 56.67 0.374 0.374 0.3342
102 57.67 57.67 0.362 0.362 0.3235
103 58.67 58.67 0.35 0.35 0.3128
104 59.67 59.67 0.339 0.339 0.3029
105 60.67 60.67 0.327 0.327 0.2922
106 61.67 61.67 0.315 0.315 0.2815
107 62.67 62.67 0.308 0.308 0.2752
108 63.67 63.67 0.296 0.296 0.2645
109 64.67 64.67 0.284 0.284 0.2538
110 65.67 65.67 0.273 0.273 0.244
111 66.67 66.67 0.261 0.261 0.2332
112 67.67 67.67 0.249 0.249 0.2225
113 68.67 68.67 0.237 0.237 0.2118
114 69.67 69.67 0.23 0.23 0.2055
115 70.67 70.67 0.218 0.218 0.1948
116 71.67 71.67 0.206 0.206 0.1841
117 72.67 72.67 0.195 0.195 0.1743
118 73.67 73.67 0.187 0.187 0.1671
119 74.67 74.67 0.175 0.175 0.1564
120 75.67 75.67 0.164 0.164 0.1466
121 76.67 76.67 0.152 0.152 0.1358
122 77.67 77.67 0.145 0.145 0.1296
123 78.67 78.67 0.133 0.133 0.1189
124 79.67 79.67 0.121 0.121 0.1081
125 80.67 80.67 0.114 0.114 0.1019
126 81.67 81.67 0.102 0.102 9.115e-002
127 82.67 82.67 9.e-002 9.e-002 8.043e-002
128 83.67 83.67 8.2e-002 8.2e-002 7.328e-002
129 84.67 84.67 6.7e-002 6.7e-002 5.987e-002
130 85.67 85.67 5.9e-002 5.9e-002 5.273e-002
131 86.67 86.67 5.1e-002 5.1e-002 4.558e-002
132 87.67 87.67 4.e-002 4.e-002 3.575e-002
133 88.67 88.67 2.8e-002 2.8e-002 2.502e-002
134 89.67 89.67 2.e-002 2.e-002 1.787e-002
135 90.67 90.67 8.e-003 8.e-003 7.149e-003
136 91.67 91.67 0.0.0.

APPENDIX F

SOIL LABORATORY TEST PROCEDURES

APPENDIX F

SOIL LABORATORY TEST PROCEDURES

MOISTURE CONTENT AND UNIT WEIGHT

An undisturbed sample is trimmed in the laboratory into a right circular cylinder approximately
three to six inches long. The dimensions and weight of the specimen are determined and the total
unit weight calculated. Moisture contents are determined from representative portions of the
specimen. The soil is dried to a constant weight in an oven at 100 degrees C and the loss of
moisture during the drying process is measured. From this data, the moisture content and dry unit
weight are computed.

ATTERBERG LIMITS

The Atterberg Limits Tests, Liquid Limit (LL), and Plastic Limit (PL), are performed to aid in the
classification of soils and to determine the plasticity and volume change characteristics of the
materials. The Liquid Limit is the minimum moisture content at which a soil will flow as a heavy
viscous fluid. The Plastic Limit is the minimum moisture content at which the solid behaves as a
plastic material. The Plasticity Index (PI) is the numeric difference of Liquid Limit and the Plastic
Limit and indicated the range of moisture content over which a soil remains plastic. These tests are
performed in accordance with ASTM D 4318.

PARTICLE SIZE DISTRIBUTION

The distribution of soils coarser than the No. 200 (75-um) sieve is determined by passing a
representative specimen through a standard set of nested sieves. The weight of material retained on
each sieve is determined and the percentage retained (or passing) is calculated. A specimen may be
washed through only the No. 200 sieve, if the full range of particle sizes is not required. The
percentage of material passing the No. 200 sieve is reported. The distribution of materials finer
than No. 200 sieve is determined by use of the hydrometer. The particle sizes and distribution are
computed from the time rate of settlement of the different size particles while suspended in water.
These tests are performed in accordance with ASTM D 421, D 422, and D 1140.

HYDRAULIC CONDUCTIVITY

The ease with which water flows through a soil is characterized by its hydraulic conductivity. Two
general test methods are employed depending on the soil type.

The Constant Head method is used for coarse-grained materials (sands and gravels). The sample
is confined in permeameter chamber while water is allowed to flow through it from a constant head
level. The quantity of water flowing through the specimen in a given time period is used to
calculate the hydraulic conductivity. See ASTM D 2434 for a complete description of this test.

Fine-grained materials (silts and clays) require the use of a Flexible Wall Permeameter. The
sample is prepared in a similar manner as in the triaxial compression test. It is encased in a rubber
membrane and place inside a permeameter chamber. The specimen is back-pressure saturated and
allowed to consolidate under a specified effective stress. Water is then forced through the
specimen under a controlled hydraulic gradient. The quantity of water flowing into the sample in a

given time period is used to calculate the hydraulic conductivity. This test is performed in general
accordance wit ASTM D 5084.

COMPACTION

Bulk samples of potential borrow soils from the project site were collected and transported to the
laboratory for compaction testing. A standard Proctor compaction test (ASTM D 698) was
performed on each sample to determine compaction characteristics, including the maximum dry
density and optimum moisture content. Test results are presented on the attached Compaction Test
sheet.

CONSOLIDATION

A single section of the undisturbed sample was extruded from its sampling tube for consolidation
testing. The sample was then trimmed into a disc 2.4 inches in diameter and 1 inch thick. The disc
was confined in a stainless steel ring and sandwiched between porous plates. It was then subjected to
incrementally increasing vertical loads and the resulting deformations measured with a micrometer
dial gauge. The test results are presented in the form of a pressure versus percent strain curve on the
accompanying Consolidation Test sheet.

TRIAXIAL SHEAR

Multi-stage consolidated undrained triaxial compression tests were conducted on relatively
undisturbed soil samples. Each sample was trimmed and the initial moisture content and unit weight
was determined. The trimmed sample was placed into a waterproof membrane and loaded into the
test cell. The sample was subjected to an assigned confining pressure and allowed to consolidate.
The sample was then subjected to an axial compressive load, which was gradually increased until
incipient failure, at which point the confining pressure was increased and the process repeated. Pore
pressures were measured during the test to permit determination of the total stress and effective stress
parameters. The test results are used to estimate the strength parameters of the soil (angle of internal
friction and cohesion). The test results are presented in the form of Stress-Strain Curves and Mohr
Diagrams on the accompanying Triaxial Shear Test sheets.

APPENDIX G

SOIL LABORATORY TEST RESULTS
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
McGill
White Oak Landfill
J07-1957-02
SYMBOL SOURCE SAMPLE DEPTH Material Description USCSNO.(ft.)
SOIL DATA
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE -mm
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 7.6 29.0 56.2 7.2
0.0 0.0 0.8 13.1 25.6 32.1 26.1 2.3
0.0 14.7 9.5 7.8 27.8 19.1 18.4 2.7
0.0 0.0 4.6 6.7 20.7 18.7 26.8 22.5
0.0 0.0 2.9 11.9 30.0 18.9 22.6 13.7
6 i
n
.
3 i
n
.
2 i
n
.
1 ½ i
n
.
1 i
n
.
¾ in
.
½ in
.
3/8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Boring BLE-1 3.5-5.5 Tan fi. sandy clayey SILT MH
Boring BLE-1 63.5-65.0 Grey & brown silty fi.-co. SAND SM
Boring BLE-2 23.5-25.0 Dark grey silty fi.-co. SAND w/gravel SM
Boring BLE-3 6.0-8.0 Brown silty fi.-co. SAND SM
Boring BLE-3 8.5-10.0 Light brown silty fi.-co. SAND SM
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
McGill
White Oak Landfill
J07-1957-02
SYMBOL SOURCE SAMPLE DEPTH Material Description USCSNO.(ft.)
SOIL DATA
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE -mm
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 2.6 26.5 26.1 37.8 7.0
0.0 11.6 3.9 11.9 26.7 18.3 20.2 7.4
0.0 0.0 0.0 0.0 13.2 30.6 41.0 15.2
0.0 0.0 0.1 2.7 35.0 30.1 27.4 4.7
0.0 0.0 0.0 0.1 16.2 44.2 32.0 7.5
6 i
n
.
3 i
n
.
2 i
n
.
1 ½ i
n
.
1 i
n
.
¾ in
.
½ in
.
3/8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Boring BLE-3 23.5-25.0 Light grey & white silty fi.-med. SAND SM
Boring BLE-6 6.0-7.5 Brown silty fi.-co. SAND w/gravel SM
Boring BLE-7 1.0-3.0 Light brown fi.-med. sandy clayey SILT MH
Boring BLE-7 13.5-15.0 Grey & brown silty fi.-med. SAND SM
Boring BLE-9 13.5-15.5 Grey & brown silty fi.-med. SAND SM
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
McGill
White Oak Landfill
J07-1957-02
SYMBOL SOURCE SAMPLE DEPTH Material Description USCSNO.(ft.)
SOIL DATA
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE -mm
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.7 13.7 51.2 29.8 4.6
0.0 0.0 0.0 0.5 9.4 32.4 50.0 7.7
0.0 0.0 0.0 0.0 6.6 41.2 42.6 9.6
0.0 0.0 0.4 0.1 3.8 29.1 36.8 29.8
0.0 0.0 0.0 0.0 10.4 30.8 54.3 4.5
6 i
n
.
3 i
n
.
2 i
n
.
1 ½ i
n
.
1 i
n
.
¾ in
.
½ in
.
3/8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Boring BLE-10 1.0-3.0 Red & brown silty fi.-med. SAND SM
Boring BLE-10 9.5-11.5 Red & brown fi.-med. sandy SILT ML
Boring BLE-11 6.0-7.5 Light red & brown fi. sandy clayey SILT MH
Boring BLE-11 15.5-18.0 Brown fi. sandy clayey SILT MH
Boring BLE-13 23.5-25.0 Red & brown fi.-med. sandy SILT ML
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
McGill
White Oak Landfill
J07-1957-02
SYMBOL SOURCE SAMPLE DEPTH Material Description USCSNO.(ft.)
SOIL DATA
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE -mm
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 9.2 11.3 18.2 25.4 25.6 10.3
0.0 0.0 0.0 0.0 5.0 19.0 46.2 29.8
0.0 0.0 0.5 0.5 2.0 13.0 25.2 58.8
0.0 0.0 0.4 1.5 4.5 20.6 34.1 38.9
0.0 0.0 0.4 2.2 17.9 31.2 40.1 8.2
6 i
n
.
3 i
n
.
2 i
n
.
1 ½ i
n
.
1 i
n
.
¾ in
.
½ in
.
3/8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Boring BLE-13 43.5-45.0 Grey & brown silty fi.-co. SAND SM
Boring BLE-14 16.0-18.0 Dark brown fi. sandy clayey SILT MH
Boring BLE-15 1.0-8.0 Brown fi. sandy clayey SILT MH
Boring BLE-15 8.5-10.0 Red & brown fi. sandy clayey SILT MH
Boring BLE-16 73.5-75.0 Grey & brown silty fi.-med. SAND SM
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
McGill
White Oak Landfill
J07-1957-02
SYMBOL SOURCE SAMPLE DEPTH Material Description USCSNO.(ft.)
SOIL DATA
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE -mm
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 1.3 5.9 24.3 28.6 30.9 9.0
6 i
n
.
3 i
n
.
2 i
n
.
1 ½ i
n
.
1 i
n
.
¾ in
.
½ in
.
3/8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Boring BLE-17 98.5-100.0 Grey & brown silty fi.-med. SAND SM
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
Santek Waste Services
White Oak Landfill DHR Phase 4/5
J15-1957-51
SYMBOL SOURCE SAMPLE DEPTH Material Description USCSNO.(ft.)
SOIL DATA
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE -mm
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 1.7 12.6 34.6 36.8 14.3
0.0 0.0 0.0 0.0 9.6 23.0 33.2 34.2
0.0 0.0 0.0 0.0 17.6 40.8 34.7 6.9
0.0 0.0 0.0 1.1 10.7 35.2 41.1 11.9
0.0 0.0 0.7 4.9 23.4 33.4 33.2 4.4
6 i
n
.
3 i
n
.
2 i
n
.
1 ½ i
n
.
1 i
n
.
¾ in
.
½ in
.
3/8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Boring BLE-18 3.5-5.0 Brown fi.-med. sandy SILT ML
Boring BLE-18 13.5-15.0 Brown & grey fi. sandy SILT ML
Boring BLE-18 63.5-65.0 Grey silty fi.-med. SAND SM
Boring BLE-19 11.0-12.5 Light brown & white fi.-med. sandy SILT ML
Boring BLE-19 21.0-22.5 Grey silty fi.-med. SAND SM
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
Santek Waste Services
White Oak Landfill DHR Phase 4/5
J15-1957-51
SYMBOL SOURCE SAMPLE DEPTH Material Description USCSNO.(ft.)
SOIL DATA
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE -mm
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 8.4 44.8 41.5 5.3
0.0 0.0 0.0 0.0 4.6 38.4 48.1 8.9
0.0 0.0 0.0 4.5 19.4 30.4 41.0 4.7
0.0 0.0 0.0 0.0 2.4 35.6 57.1 4.9
0.0 0.0 0.0 0.0 11.4 31.6 52.1 4.9
6 i
n
.
3 i
n
.
2 i
n
.
1 ½ i
n
.
1 i
n
.
¾ in
.
½ in
.
3/8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Boring BLE-19 43.5-45.0 Grey & brown silty fi. SAND SM
Boring BLE-20 3.5-5.0 Light grey fi. sandy SILT ML
Boring BLE-20 33.5-35.0 Light grey silty fi.-med. SAND SM
Boring BLE-21 3.5-5.0 Grey fi. sandy SILT ML
Boring BLE-21 23.5-25.0 Grey fi.-med. sandy SILT ML
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
Santek Waste Services
White Oak Landfill DHR Phase 4/5
J15-1957-51
SYMBOL SOURCE SAMPLE DEPTH Material Description USCSNO.(ft.)
SOIL DATA
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE -mm
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.2 5.0 35.1 51.8 7.9
0.0 0.0 0.0 1.8 20.0 25.1 41.2 11.9
0.0 0.0 3.4 8.8 26.1 34.3 22.4 5.0
0.0 0.0 0.0 0.6 5.5 20.9 41.3 31.7
0.0 0.0 0.0 0.6 8.8 34.2 50.5 5.9
6 i
n
.
3 i
n
.
2 i
n
.
1 ½ i
n
.
1 i
n
.
¾ in
.
½ in
.
3/8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Boring BLE-22 15.0-17.0 Grey & brown fi. sandy SILT ML
Boring BLE-22 30.0-32.0 Yellow & brown fi.-med. sandy SILT ML
Boring BLE-22 63.5-65.0 Light grey & brown silty fi.-co. SAND SM
Boring BLE-23 1.0-5.0 Reddish brown fi. sandy SILT MH
Boring BLE-23 8.0-10.0 Brown, red, white & black fi. sandy elastic SILT MH
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
Santek Waste Services
White Oak Landfill DHR Phase 4/5
J15-1957-51
SYMBOL SOURCE SAMPLE DEPTH Material Description USCSNO.(ft.)
SOIL DATA
PE
R
C
E
N
T

F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE -mm
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.7 6.8 40.5 44.1 7.9
0.0 0.0 0.0 1.4 9.9 32.5 48.1 8.1
6 i
n
.
3 i
n
.
2 i
n
.
1 ½ i
n
.
1 i
n
.
¾ in
.
½ in
.
3/8

i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Boring BLE-23 20.0-22.0 Brown, white & black fi. sandy SILT ML
Boring BLE-23 63.5-65.0 Grey & brown silty fi.-med. SAND ML
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
McGill
White Oak Landfill
J07-1957-02
SYMBOL SOURCE
NATURAL
USCSSAMPLEDEPTHWATERPLASTICLIQUIDPLASTICITY
NO.(ft.)CONTENT LIMIT LIMIT INDEX
(%)(%)(%)(%)
SOIL DATA
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Boring BLE-1 3.5-5.5 32.1 45 59 14 MH
Boring BLE-1 63.5-65.0 12.6 26 29 3 SM
Boring BLE-2 23.5-25.0 24.8 37 41 4 SM
Boring BLE-3 6.0-8.0 20.4 29 42 13 SM
Boring BLE-3 8.5-10.0 15.4 34 46 12 SM
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
McGill
White Oak Landfill
J07-1957-02
SYMBOL SOURCE
NATURAL
USCSSAMPLEDEPTHWATERPLASTICLIQUIDPLASTICITY
NO.(ft.)CONTENT LIMIT LIMIT INDEX
(%)(%)(%)(%)
SOIL DATA
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Boring BLE-3 23.5-25.0 31.6 35 44 9 SM
Boring BLE-6 6.0-7.5 14.4 29 34 5 SM
Boring BLE-7 1.0-3.0 35.4 43 56 13 MH
Boring BLE-7 13.5-15.0 27.4 36 42 6 SM
Boring BLE-9 13.5-15.5 23.8 33 37 4 SM
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
McGill
White Oak Landfill
J07-1957-02
SYMBOL SOURCE
NATURAL
USCSSAMPLEDEPTHWATERPLASTICLIQUIDPLASTICITY
NO.(ft.)CONTENT LIMIT LIMIT INDEX
(%)(%)(%)(%)
SOIL DATA
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Boring BLE-10 1.0-3.0 20.3 49 55 6 SM
Boring BLE-10 9.5-11.5 24.2 38 45 7 ML
Boring BLE-11 6.0-7.5 20.2 38 52 14 MH
Boring BLE-11 15.5-18.0 37 59 22 MH
Boring BLE-13 23.5-25.0 21.2 35 42 7 ML
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
McGill
White Oak Landfill
J07-1957-02
SYMBOL SOURCE
NATURAL
USCSSAMPLEDEPTHWATERPLASTICLIQUIDPLASTICITY
NO.(ft.)CONTENT LIMIT LIMIT INDEX
(%)(%)(%)(%)
SOIL DATA
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Boring BLE-13 43.5-45.0 15.5 34 45 11 SM
Boring BLE-14 16.0-18.0 40 63 23 MH
Boring BLE-15 1.0-8.0 35 63 28 MH
Boring BLE-15 8.5-10.0 27.9 34 52 18 MH
Boring BLE-16 73.5-75.0 22.2 32 37 5 SM
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
McGill
White Oak Landfill
J07-1957-02
SYMBOL SOURCE
NATURAL
USCSSAMPLEDEPTHWATERPLASTICLIQUIDPLASTICITY
NO.(ft.)CONTENT LIMIT LIMIT INDEX
(%)(%)(%)(%)
SOIL DATA
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Boring BLE-17 98.5-100.0 13.7 26 30 4 SM
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
Santek Waste Services
White Oak Landfill DHR Phase 4/5
J15-1957-51
SYMBOL SOURCE
NATURAL
USCSSAMPLEDEPTHWATERPLASTICLIQUIDPLASTICITY
NO.CONTENT LIMIT LIMIT INDEX
(%)(%)(%)(%)
SOIL DATA
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Boring BLE-18 3.5-5.0 35 42 7 ML
Boring BLE-18 13.5-15.0 35 48 13 ML
Boring BLE-18 63.5-65.0 27 29 2 SM
Boring BLE-19 11.0-12.5 31 35 4 ML
Boring BLE-19 21.0-22.5 30 32 2 SM
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
Santek Waste Services
White Oak Landfill DHR Phase 4/5
J15-1957-51
SYMBOL SOURCE
NATURAL
USCSSAMPLEDEPTHWATERPLASTICLIQUIDPLASTICITY
NO.CONTENT LIMIT LIMIT INDEX
(%)(%)(%)(%)
SOIL DATA
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Boring BLE-19 43.5-45.0 25 26 1 SM
Boring BLE-20 3.5-5.0 34 38 4 ML
Boring BLE-20 33.5-35.0 27 32 5 SM
Boring BLE-21 3.5-5.0 38 45 7 ML
Boring BLE-21 23.5-25.0 36 41 5 ML
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
Santek Waste Services
White Oak Landfill DHR Phase 4/5
J15-1957-51
SYMBOL SOURCE
NATURAL
USCSSAMPLEDEPTHWATERPLASTICLIQUIDPLASTICITY
NO.CONTENT LIMIT LIMIT INDEX
(%)(%)(%)(%)
SOIL DATA
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Boring BLE-22 15.0-17.0 37 42 5 ML
Boring BLE-22 30.0-32.0 31 37 6 ML
Boring BLE-22 63.5-65.0 24 26 2 SM
Boring BLE-23 1.0-5.0 39 55 16 MH
Boring BLE-23 8.0-10.0 45 50 5 MH
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
Santek Waste Services
White Oak Landfill DHR Phase 4/5
J15-1957-51
SYMBOL SOURCE
NATURAL
USCSSAMPLEDEPTHWATERPLASTICLIQUIDPLASTICITY
NO.CONTENT LIMIT LIMIT INDEX
(%)(%)(%)(%)
SOIL DATA
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X
0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL o
r

O
L
CH
o
r

O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
LIQUID AND PLASTIC LIMITS TEST REPORT
Boring BLE-23 20.0-22.0 30 34 4 ML
Boring BLE-23 63.5-65.0 33 40 7 ML
COMPACTION TEST REPORT
Dr
y

d
e
n
s
i
t
y
,

p
c
f
80
85
90
95
100
105
Water content, %
5 10 15 20 25 30 35
ZAV for
Sp.G. =
2.69
Test specification:ASTM D 698-07 Method A Standard
15.5-18.0 MH A-7-5(16)2.693 59 22 0.4 66.6
Brown fi. sandy clayey SILT
J07-1957-02 McGill
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.#4 No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Source of Sample: Boring Sample Number: BLE-11
Bunnell Lammons Engineering, Inc.
Greenville, SC Figure
Maximum dry density = 97.9 pcf
Optimum moisture = 22.4 %
White Oak Landfill
COMPACTION TEST REPORT
Dr
y

d
e
n
s
i
t
y
,

p
c
f
80
85
90
95
100
105
Water content, %
5 10 15 20 25 30 35
ZAV for
Sp.G. =
2.69
Test specification:ASTM D 698-07 Method A Standard
16.0-18.0 MH A-7-5(21)2.688 63 23 0.0 76.0
Dark brown fi. sandy clayey SILT
J07-1957-02 McGill
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.#4 No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Source of Sample: Boring Sample Number: BLE-14
Bunnell Lammons Engineering, Inc.
Greenville, SC Figure
Maximum dry density = 94.7 pcf
Optimum moisture = 23.8 %
White Oak Landfill
COMPACTION TEST REPORT
Dr
y

d
e
n
s
i
t
y
,

p
c
f
80
85
90
95
100
105
Water content, %
5 10 15 20 25 30 35
ZAV for
Sp.G. =
2.72
Test specification:ASTM D 698-07 Method A Standard
1.0-8.0 MH A-7-5(28)2.722 63 28 0.5 84.0
Brown fi. sandy clayey SILT
J07-1957-02 McGill
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.#4 No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Source of Sample: Boring Sample Number: BLE-15
Bunnell Lammons Engineering, Inc.
Greenville, SC Figure
Maximum dry density = 94.3 pcf
Optimum moisture = 25.6 %
White Oak Landfill
COMPACTION TEST REPORT
Dr
y

d
e
n
s
i
t
y
,

p
c
f
90
95
100
105
110
115
Water content, %
0 5 10 15 20 25 30
ZAV for
Sp.G. =
2.70
Test specification:ASTM D 698-07 Method A Standard
1.0-5.0 MH A-7-5(14)55 16 0.0 73.0
Reddish brown fi. sandy SILT
J15-1957-51 Santek Waste Services
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.#4 No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Source of Sample: Boring Sample Number: BLE-23
Bunnell Lammons Engineering, Inc.
Greenville, SC Figure
Maximum dry density = 96.1 pcf
Optimum moisture = 20.9 %
White Oak Landfill DHR Phase 4/5
BLEINC.
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT:TESTED BY:JOHN MATHEW
PROJECT NO.:CHECKED BY:PAUL YARBER
DATE RECEIVED:
SAMPLE NO.SAMPLE LOCATION:11.0-12.5'
TYPE SAMPLE DESCRIPTION:LIGHT BROWN & WHITE FI.-MED. SANDY SILT
SAMPLE DIMENSIONS AND PROPERTIES
ITEM INITIAL FINAL
inches centimeters inches centimeters
Sample Length 7.508 7.485
Sample Diameter 7.280 7.313
Length/Diameter Ratio 1.03
Moisture Content (%)WW=156.8 DW=131.7 19.1 WW=228.7 DW=178.5 28.1
Sample Wet Weight (grams)
Wet Density (pcf)116.5 123.1
Dry Density (pcf)97.9 96.1
Saturation (%)ASSUMED SG=2.7 71 101
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
FALLING HEAD TEST
Confining Pressure (psi)70.3 Influent Pressure (psi)60.2 Effluent Pressure (psi)60.0 B-Value 0.96
Date Clock Time Elapsed Pipet Readings Head Temp Gradient K Temp K20°C
Time Initial Final Initial Final
Start End seconds in out in out cm cm ºC (cm/sec)Correction (cm/sec)
2:58:00 2:59:11 71 1.0 23.0 2.0 22.0 40.092 37.726 21.0 5 6.5E-05 0.976 6.3E-05
2:59:11 3:00:28 77 2.0 22.0 3.0 21.0 37.726 35.361 21.0 5 6.3E-05 0.976 6.2E-05
3:00:28 3:01:50 82 3.0 21.0 4.0 20.0 35.361 32.995 21.0 5 6.4E-05 0.976 6.2E-05
3:01:50 3:03:18 88 4.0 20.0 5.0 19.0 32.995 30.629 21.0 5 6.4E-05 0.976 6.2E-05
Pipet Length, cm 28.390 28.390
Pipet Volume, cc 24 24
Cross-sectional Area of
Pipet, cm2 0.8454 0.8454
HYDRAULIC CONDUCTIVITY (K20°C)6.2E-05 cm/sec
DHR PHASE 4 & 5
J16-1957-51
7-12-16
BLE-19
UNDISTURBED
WHITE OAK LANDFILL
7-15-16
7-15-16
7-15-16
7-15-16
2.956 2.947
2.866 2.879
583.2 619.8
BLEINC.
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT:TESTED BY:JOHN MATHEW
PROJECT NO.:CHECKED BY:PAUL YARBER
DATE RECEIVED:
SAMPLE NO.SAMPLE LOCATION:21.0-22.5'
TYPE SAMPLE DESCRIPTION:GREY SILTY FI.-MED. SAND
SAMPLE DIMENSIONS AND PROPERTIES
ITEM INITIAL FINAL
inches centimeters inches centimeters
Sample Length 7.254 7.059
Sample Diameter 7.269 7.333
Length/Diameter Ratio 1.00
Moisture Content (%)WW=171.7 DW=151.0 13.7 WW=234.5 DW=198.4 18.2
Sample Wet Weight (grams)
Wet Density (pcf)127.0 134.2
Dry Density (pcf)111.7 113.5
Saturation (%)ASSUMED SG=2.7 73 101
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
FALLING HEAD TEST
Confining Pressure (psi)80 Influent Pressure (psi)60.2 Effluent Pressure (psi)60.0 B-Value 0.96
Date Clock Time Elapsed Pipet Readings Head Temp Gradient K Temp K20°C
Time Initial Final Initial Final
Start End seconds in out in out cm cm ºC (cm/sec)Correction (cm/sec)
10:10:00 10:10:34 34 1.0 23.0 2.0 22.0 40.092 37.726 22.0 6 1.3E-04 0.953 1.2E-04
10:10:34 10:11:11 37 2.0 22.0 3.0 21.0 37.726 35.361 22.0 6 1.2E-04 0.953 1.2E-04
10:11:11 10:11:51 40 3.0 21.0 4.0 20.0 35.361 32.995 22.0 6 1.2E-04 0.953 1.2E-04
10:11:51 10:12:35 44 4.0 20.0 5.0 19.0 32.995 30.629 22.0 6 1.2E-04 0.953 1.1E-04
Pipet Length, cm 28.390 28.390
Pipet Volume, cc 24 24
Cross-sectional Area of
Pipet, cm2 0.8454 0.8454
HYDRAULIC CONDUCTIVITY (K20°C)1.2E-04 cm/sec
DHR PHASE 4 & 5
J16-1957-51
7-12-16
BLE-19
UNDISTURBED
WHITE OAK LANDFILL
7-22-16
7-22-16
7-22-16
7-22-16
2.856 2.779
2.862 2.887
612.6 640.7
BLEINC.
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT:TESTED BY:JOHN MATHEW
PROJECT NO.:CHECKED BY:PAUL YARBER
DATE RECEIVED:
SAMPLE NO.SAMPLE LOCATION:15.0-17.0'
TYPE SAMPLE DESCRIPTION:GREY & BROWN FI. SANDY SILT
SAMPLE DIMENSIONS AND PROPERTIES
ITEM INITIAL FINAL
inches centimeters inches centimeters
Sample Length 7.531 7.513
Sample Diameter 7.287 7.300
Length/Diameter Ratio 1.03
Moisture Content (%)WW=141.3 DW=117.8 19.9 WW=148.4 DW=117.9 25.9
Sample Wet Weight (grams)
Wet Density (pcf)120.0 125.0
Dry Density (pcf)100.0 99.3
Saturation (%)ASSUMED SG=2.7 79 100
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi)74.2 Influent Pressure (psi)60 Effluent Pressure (psi)60 B-Value 0.96
Reset Date Clock Time Elapsed Time HAOUT HAIN Temp Gradient K Temp K20°C
(Y/N)(cm)(cm)ºC (cm/sec)Correction (cm/sec)
Y 4.4 1.59 22.0 5
0:00:17 3.5 1.63 22.0 3 1.0E-05 0.953 9.8E-06
0:00:30 3.0 1.65 22.0 3 1.1E-05 0.953 1.0E-05
0:00:51 2.5 1.67 22.0 2 1.0E-05 0.953 9.8E-06
0:01:11 2.2 1.68 22.0 1 1.0E-05 0.953 9.8E-06
HYDRAULIC CONDUCTIVITY (K20°C)9.8E-06 cm/sec
WHITE OAK LANDFILL
DHR PHASE 4 & 5
J16-1957-51
7-12-16
BLE-22
UNDISTURBED
2.965 2.958
2.869 2.874
603.8 629.8
7-21-16 9:31:10
7-21-16 9:31:30
7-21-16 9:30:19
7-21-16 9:30:36
7-21-16 9:30:49
BLEINC.
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT:TESTED BY:JOHN MATHEW
PROJECT NO.:CHECKED BY:PAUL YARBER
DATE RECEIVED:
SAMPLE NO.SAMPLE LOCATION:8.0-10.0'
TYPE SAMPLE DESCRIPTION:BROWN, RED, WHITE & BLACK FINE SANDY ELASTIC SILT
SAMPLE DIMENSIONS AND PROPERTIES
ITEM INITIAL FINAL
inches centimeters inches centimeters
Sample Length 7.541 7.544
Sample Diameter 7.252 7.318
Length/Diameter Ratio 1.04
Moisture Content (%)WW=134.6 DW=109.7 22.7 WW=120.5 DW=90.1 33.7
Sample Wet Weight (grams)
Wet Density (pcf)110.3 117.0
Dry Density (pcf)89.9 87.5
Saturation (%)ASSUMED SG=2.7 70 98
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
FALLING HEAD TEST
Confining Pressure (psi)70.2 Influent Pressure (psi)60.2 Effluent Pressure (psi)60.0 B-Value 0.96
Date Clock Time Elapsed Pipet Readings Head Temp Gradient K Temp K20°C
Time Initial Final Initial Final
Start End seconds in out in out cm cm ºC (cm/sec)Correction (cm/sec)
2:34:02 2:34:56 54 1.0 23.0 2.0 22.0 40.092 37.726 21.0 5 8.5E-05 0.976 8.3E-05
2:34:56 2:35:55 59 2.0 22.0 3.0 21.0 37.726 35.361 21.0 5 8.3E-05 0.976 8.1E-05
2:35:55 2:36:59 64 3.0 21.0 4.0 20.0 35.361 32.995 21.0 5 8.2E-05 0.976 8.0E-05
2:36:59 2:38:07 68 4.0 20.0 5.0 19.0 32.995 30.629 21.0 5 8.3E-05 0.976 8.1E-05
Pipet Length, cm 28.390 28.390
Pipet Volume, cc 24 24
Cross-sectional Area of
Pipet, cm2 0.8454 0.8454
HYDRAULIC CONDUCTIVITY (K20°C)8.1E-05 cm/sec
DHR PHASE 4 & 5
J16-1957-51
7-12-16
BLE-23
UNDISTURBED
WHITE OAK LANDFILL
7-15-16
7-15-16
7-15-16
7-15-16
2.969 2.970
2.855 2.881
550.3 594.8
BLEINC.
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT:TESTED BY:JOHN MATHEW
PROJECT NO.:CHECKED BY:PAUL YARBER
DATE RECEIVED:
SAMPLE NO.SAMPLE LOCATION:20.0-22.0'
TYPE SAMPLE DESCRIPTION:BROWN, WHITE & BLACK FI. SANDY SILT
SAMPLE DIMENSIONS AND PROPERTIES
ITEM INITIAL FINAL
inches centimeters inches centimeters
Sample Length 7.602 7.607
Sample Diameter 7.249 7.336
Length/Diameter Ratio 1.05
Moisture Content (%)WW=173.4 DW=150.9 14.9 WW=149.3 DW=118.8 25.7
Sample Wet Weight (grams)
Wet Density (pcf)117.4 122.5
Dry Density (pcf)102.2 97.4
Saturation (%)ASSUMED SG=2.7 62 95
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
FALLING HEAD TEST
Confining Pressure (psi)78.1 Influent Pressure (psi)60.2 Effluent Pressure (psi)60.0 B-Value 0.96
Date Clock Time Elapsed Pipet Readings Head Temp Gradient K Temp K20°C
Time Initial Final Initial Final
Start End seconds in out in out cm cm ºC (cm/sec)Correction (cm/sec)
9:14:00 9:16:36 156 1.0 23.0 2.0 22.0 40.092 37.726 22.0 5 3.0E-05 0.953 2.8E-05
9:16:36 9:19:27 171 2.0 22.0 3.0 21.0 37.726 35.361 22.0 5 2.9E-05 0.953 2.7E-05
9:19:27 9:22:31 184 3.0 21.0 4.0 20.0 35.361 32.995 22.0 5 2.9E-05 0.953 2.7E-05
9:22:31 9:25:49 198 4.0 20.0 5.0 19.0 32.995 30.629 22.0 5 2.9E-05 0.953 2.7E-05
Pipet Length, cm 28.390 28.390
Pipet Volume, cc 24 24
Cross-sectional Area of
Pipet, cm2 0.8454 0.8454
HYDRAULIC CONDUCTIVITY (K20°C)2.8E-05 cm/sec
DHR PHASE 4 & 5
J16-1957-51
7-12-16
BLE-23
UNDISTURBED
WHITE OAK LANDFILL
7-22-16
7-22-16
7-22-16
7-22-16
2.993 2.995
2.854 2.888
590.1 630.7
Sh
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a
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s
s
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k
s
f
0
3
6
9
Total Normal Stress, ksf
Effective Normal Stress, ksf
0 3 6 9 12 15 18
TRIAXIAL SHEAR TEST REPORT
TRIAXIAL SHEAR TEST REPORT
Bunnell Lammons Engineering, Inc.
Greenville, SC
Proj. No.: J07-1957-02
Figure 1
Client:McGill
Project:White Oak Landfill
Source of Sample: Boring
Sample Number: BLE-9/10
Date Sampled:
File: WHITE OAK LANDFILL 1957.02
Remarks:
Material Description
Red & brown fi.-med. sandy SILT
(BLE-9[1&2], 13.5-15.0; BLE-10[3], 9.5-11.5)Strength intercept, c=
Friction angle, f =
Tangent, f =
Total
0.063 ksf
18.80 deg
0.34
Effective
0.064 ksf
36.73 deg
0.75
Mohr-Coulomb Strength Parameters
Consolidated Sample Parameters
No.% Water
Content
Dry Dens.
pcf
Satur-
ation
Void
Ratio
Diameter
in.
Height
in.
Strain Rate
in/min.
Fluid Press. psi Fail. Stress, ksf Ult. Stress, ksf Principal Stressesat Failure ksf
Total PoreTotal Pore PressurePressure
No.Cell Back Deviator Deviator s1 s3
Type of Test: CU with Pore Pressures Sample Type: Undisturbed
1 33.1 85.6 92.2%0.9692 2.828 5.953 0.019
1 73.900 60.000 1.963 10.066 0.5762.5392.238 9.994
2 29.1 93.8 98.7%0.7969 2.812 5.892 0.019
2 87.800 60.000 3.866 11.434 1.2105.0754.087 11.232
3 30.3 93.2 101.2%0.8092 2.817 5.871 0.019
3 102.700 60.000 9.252 11.765 3.02412.2769.840 10.728
Client: McGill
Project: White Oak Landfill
Source of Sample: Boring Sample Number: BLE-9/10
Project No.: J07-1957-02 Figure 2 Bunnell Lammons Engineering, Inc.
q,

k
s
f
0
3
6
9
p, ksf
Stress Paths: Total Effective
0 3 6 9 12 15 18
Peak Strength
Total Effective
a=
a=
tan a=
0.060 ksf
17.87 deg
0.32
0.052 ksf
30.88 deg
0.60
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Sh
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p
s
f
0
1600
3200
4800
Total Normal Stress, psf
Effective Normal Stress, psf
0 1600 3200 4800 6400 8000 9600
TRIAXIAL SHEAR TEST REPORT
TRIAXIAL SHEAR TEST REPORT
Bunnell Lammons Engineering, Inc.
Greenville, SC
Proj. No.: J15-1957-51
Figure
Client:Santek Waste Services
Project:White Oak Landfill DHR Phase 4/5
Source of Sample: Boring Depth: 30.0-32.0
Sample Number: BLE-22
Date Sampled:
File: WHITE OAK LF 1957.51
Remarks:
Material Description
Yellow & brown fi.-med. sandy SILT
LL= 37 PL= 31 PI= 6
Strength intercept, c=
Friction angle, f =
Tangent, f =
Total
342.2 psf
15.70 deg
0.28
Effective
216.4 psf
27.42 deg
0.52
Mohr-Coulomb Strength Parameters
Consolidated Sample Parameters
No.% Water
Content
Dry Dens.
pcf
Satur-
ation
Void
Ratio
Diameter
in.
Height
in.
Strain Rate
in/min.
Fluid Press. psi Fail. Stress, psf Ult. Stress, psf Principal Stressesat Failure psf
Total PoreTotal Pore PressurePressure
No.Cell Back Deviator Deviator s1 s3
Type of Test: CU with Pore Pressures Sample Type: Undisturbed
1 27.1 97.4 100.0%0.7311 2.865 5.886 0.002
1 66.970 60.070 1640.8 9099.7 544.02184.71640.8 9099.7
2 27.1 97.4 100.0%0.7311 2.923 5.654 0.002
2 94.730 60.320 4580.9 11374.9 2266.26847.15568.7 11220.4
Client: Santek Waste Services
Project: White Oak Landfill DHR Phase 4/5
Source of Sample: Boring Depth: 30.0-32.0 Sample Number: BLE-22
Project No.: J15-1957-51 Figure Bunnell Lammons Engineering, Inc.
q,

p
s
f
0
2000
4000
6000
p, psf
Stress Paths: Total Effective
0 2000 4000 6000 8000 10000 12000
Peak Strength
Total Effective
a=
a=
tan a=
329.4 psf
15.14 deg
0.27
192.1 psf
24.73 deg
0.46
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12000
15000
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4
Sh
e
a
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S
t
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s
s
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p
s
f
0
1100
2200
3300
Total Normal Stress, psf
Effective Normal Stress, psf
0 1100 2200 3300 4400 5500 6600
TRIAXIAL SHEAR TEST REPORT
TRIAXIAL SHEAR TEST REPORT
Bunnell Lammons Engineering, Inc.
Greenville, SC
Proj. No.: J15-1957-51
Figure
Client:Santek Waste Services
Project:White Oak Landfill DHR Phase 4/5
Source of Sample: Boring Depth: 1.0-5.0
Sample Number: BLE-23
Date Sampled:
File: WHITE OAK LF 1957.51
Remarks:
Material Description
Reddish brown fi. sandy SILT
LL= 55 PL= 39 PI= 16
Strength intercept, c=
Friction angle, f =
Tangent, f =
Total
123.3 psf
18.93 deg
0.34
Effective
0 psf
33.22 deg
0.66
Mohr-Coulomb Strength Parameters
Consolidated Sample Parameters
No.% Water
Content
Dry Dens.
pcf
Satur-
ation
Void
Ratio
Diameter
in.
Height
in.
Strain Rate
in/min.
Fluid Press. psi Fail. Stress, psf Ult. Stress, psf Principal Stressesat Failure psf
Total PoreTotal Pore PressurePressure
No.Cell Back Deviator Deviator s1 s3
Type of Test: CU with Pore Pressures Sample Type: Remolded
1 32.4 89.9 100.0%0.8751 2.895 5.980 0.002
1 71.180 60.780 1765.0 9507.5 742.42507.42362.9 9192.9
2 30.6 92.3 100.0%0.8259 2.862 5.949 0.002
2 81.410 60.610 3228.1 10399.3 1323.84551.83788.0 10014.6
3 32.5 89.8 100.0%0.8780 2.891 5.995 0.002
3 64.090 60.500 852.7 8902.2 326.81179.51790.9 8523.4
Client: Santek Waste Services
Project: White Oak Landfill DHR Phase 4/5
Source of Sample: Boring Depth: 1.0-5.0 Sample Number: BLE-23
Project No.: J15-1957-51 Figure Bunnell Lammons Engineering, Inc.
q,

p
s
f
0
1000
2000
3000
p, psf
Stress Paths: Total Effective
0 1000 2000 3000 4000 5000 6000
Peak Strength
Total Effective
a=
a=
tan a=
116.671 psf
17.97 deg
0.32
0.000 psf
28.72 deg
0.55
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