4407_HaywoodCo_MSWLF_PH4&5GeoTechnicalReport_DIN26849_20161006

BLE
BUNNELL-LAMMONS ENGINEERING, INC.
GEOTECHNICAL, ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS

REPORT OF SUBGRADE SETTLEMENT AND SLOPE STABILITY
EVALUATION
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

October 6, 2016
BLEINC.
BUNNELL-LAMMONS ENGINEERING, INC.
GEOTECHNICAL, ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS
NORTH CAROLINA LICENSE NO. C-1538

6004 PONDERS COURT PHONE [phone]
GREENVILLE, SOUTH CAROLINA 29615 FAX [phone]

October 6, 2016

Santek Waste Services, Inc.
650 25th Street N.W. Suite 100
Cleveland, TN 37311

Attention: Mr. Ron Vail, P.E.

Subject: Report of Subgrade Settlement and Slope Stability Evaluation
Phases 4 and 5
Haywood County White Oak MSW Landfill
Facility Permit No. 44-07
Haywood County, North Carolina
BLE Project No. J15-1957-51

Dear Mr. Vail:

Bunnell-Lammons Engineering, Inc. (BLE) has performed the following geotechnical-engineering
analyses in support of the design of the proposed Haywood County White Oak MSW Landfill Phase
4 and 5 development;

1. Subgrade settlement and the resulting post settlement separation between the bottom of clay
liner and the seasonal high groundwater table and the top of bedrock,
2. Global stability of the waste mound and perimeter structural fill embankment slopes, and
3. Veneer sliding stability of the base liner, protective cover system and the final cover system.

Our services were performed in general accordance with our Proposal No. P14-0914, dated
November 25, 2014.

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 by Haywood County and
operated by Santek Waste Services of Cleveland, Tennessee. Currently, Phases 1, 2, and 3 at the
landfill have been constructed. We understand that Santek now plans to develop Phases 4 and 5,

Report of Subgrade Settlement and Slope Stability Evaluation October 6, 2016
Haywood County White Oak MSWLF – Phases 4 & 5 BLE Project No. J15-1957-51
Haywood County, North Carolina
2
which will consist of the approximately 4.4-acre Phase 4 and 9.9-acre Phase 5 at the facility. The
cell layout and the initial and final grading plans have been prepared by the design engineer Garrett
and Moore, Inc. of Cary, North Carolina and were provided to us for use in our evaluation.

The base liner slopes will be at a 3 horizontal to 1 vertical (3.0H:1V) inclination or flatter. Interim
waste slopes will be as steep as 3H:1V, and the closure cap grading plan will have slopes of
3.5H:1V or flatter. Storm water terrace berms will be constructed over the closure cap every 30
vertical feet.

Base liner grades for Phases 4 and 5 are planned to be primarily achieved by earthwork cut, with
isolated areas of structural fill. A maximum of seventy vertical feet of excavation and twenty feet of
fill is proposed to achieve design subgrade elevation. The site is in a seismic impact zone, as defined
by 15A NCAC 13B.1622 (5).

BLE has previously performed a Design Hydrogeologic Report (DHR) for Phases 3 and 4 at the
White Oak MSWLF facility. Relevant data from the report by BLE titled Design Hydrogeologic
Report – Phases 3 and 4 – White Oak MSW Landfill dated July 11, 2008, revised February 27,
2009 was available for our use. Laboratory test data, boring logs, and groundwater level
measurements, performed by BLE for the Phase 4 & 5 DHR were also available for our use. The
Design Hydrogeologic Report for Phases 4 and 5 was performed by BLE and reported under a
separate cover titled Design Hydrogeologic Report – Phases 4 and 5: White Oak MSW Landfill
dated September 28, 2016. Proposed landfill grades, phase boundaries, and construction details were
obtained from the Permit to Construct Application, prepared by Garrett and Moore, Inc. titled Phase
4 and 5 Permit to Construct – Haywood County White Oak MSWLF dated June 2016. Design
geomembrane grades for Phase 5 were revised by Garrett and Moore, Inc. in September 2016 and
subsequently used in the geotechnical analyses.

Discussion of recommendations for engineered fill and excavation is provided in Sections 3.6.5 and
3.6.6 of the Phase 4 and 5 Design Hydrogeologic Report dated September 28, 2016. Those
recommendations are considered to be a part of the geotechnical analysis included herein and should
be followed in order for the analysis to be valid.

SUMMARY OF ANALYSIS

The analysis of landfill - subgrade soil interaction and stability of the planned waste mound, base
liner system, closure cap system layers and embankment slopes was based on the design drawings

Report of Subgrade Settlement and Slope Stability Evaluation October 6, 2016
Haywood County White Oak MSWLF – Phases 4 & 5 BLE Project No. J15-1957-51
Haywood County, North Carolina
3
provided by Garrett and Moore, Inc. and the geotechnical boring / laboratory test data presented in
the Design Hydrogeologic Report (DHR), prepared by BLE dated September 28, 2016. The
analyses were performed and reviewed by registered professional engineers specializing in
geotechnical engineering of municipal solid waste landfills. Copies of the various analyses are
attached to this report.

SETTLEMENT

The soil test boring and laboratory test data presented in the Phase 4 & 5 Design Hydrogeologic
Report were evaluated to estimate subgrade settlements, which will result in corresponding
settlement of the base liner due to the planned waste loads. The waste loads have been determined
based on the final grading of the fully-constructed landfill (Phases 1 through 7). Foundation support
conditions for the landfill base liner system will consist of 1) firm to hard residual soils with typical
thicknesses of about 30 feet overlying rock 2) residual soils overlying partially weathered rock, or 3)
engineered fill overlying residual soils. Soil elastic modulus values for settlement analyses were
selected based on published correlations with standard penetration resistance values in Piedmont area
soils similar to the site soils, and our experience1. The analyses conservatively assumed the stress
increase within the residual soil layer was equal to the full surcharge pressure of the waste mound at
a given point on the subgrade. The surcharge pressures were estimated based on an assumed total
unit weight of 85 pounds per cubic foot (pcf) for municipal solid waste (MSW).

The rock and partially weathered rock underlying the site are relatively incompressible and will not
realize appreciable settlements under the anticipated landfill loading. The residual soils are typically
stiff to very firm sandy clayey silts grading coarser with depth into very firm sandy silts and silty
sands. Settlement of the post-constructed landfill subgrade was reduced due to the initial unloading
during the excavation of soils planned to achieve the design subgrade levels. Modest settlements will
be realized from compression of the remaining residual soils and the anticipated structural fill. The
total settlement at a given location will be a function of the waste height at a given point and the
corresponding foundation conditions. Settlements were estimated for the proposed phase subgrade
conditions at specific point locations along two proposed leachate pipelines in Phase 5 and one in
Phase 4. Additional settlement points were chosen for analysis at locations of interest including the
largest planned waste height (Settlement Point No. 2) and locations with the least pre-waste load
separation between the proposed subgrade and underlying seasonal high groundwater. The analysis
points are shown on the attached Figure G-2.

1 Martin, R. E. (1987). Settlement of Residual Soils. Geotechnical Special Publication (GSP) 9 (pp. 1-14).
Atlantic City, NJ: ASCE.

Report of Subgrade Settlement and Slope Stability Evaluation October 6, 2016
Haywood County White Oak MSWLF – Phases 4 & 5 BLE Project No. J15-1957-51
Haywood County, North Carolina
4
Results: Estimated subgrade settlements in Phases 4 and 5 range from zero to 1.69 feet. The
settlement analysis is attached to this report. A maximum subgrade settlement at Point No. 2 of
approximately 1.69 feet is located near the southern end of Phase 4. Settlement near the edge of the
landfill resulting from the waste loading should be 0.3 feet or less. Settlement of the residual soils
should occur rapidly as Phases 4 and 5 are filled. In addition, based on our experience, the proposed
new fill embankment on the north side of Phase 4 will undergo settlement due to the weight of fill
soil. A total of approximately 1-inch of settlement per 10 feet of fill thickness can be expected to
occur due to self-weight consolidation of the engineered fill itself. Approximately half of that
settlement will occur during fill placement and the remaining settlement will occur over
approximately 3 months following fill placement. Total and differential settlements are expected to
be well within acceptable limits of the structural components including the base liner and leachate
collection system of the planned municipal solid waste landfill.

The results of the analyses are summarized in spreadsheets with the calculated post-settlement
separation between the bottom of the 2-foot thick compacted clay liner and both the groundwater as
depicted on the Seasonal High Water Table Elevation Contour Map 2007 to 2008 and 2015 to
2016 (Figure 7) and the Top of Rock as depicted on the Top of Bedrock (Auger Refusal) Elevation
Contour Map (Figure 5) Figures 5 and 7 are presented in the Phase 4 & 5 Design Hydrogeologic
Report prepared by BLE dated September 28, 2016. The analysis demonstrates that the post-
settlement separations between the bottom of the clay liner and bedrock and groundwater are at least
7.9 feet at the locations analyzed, and therefore greater than the minimum 4.0 feet of post-settlement
vertical separation required by the North Carolina Rules for Solid Waste Management. As indicated
by the settlement analysis profiles, Figures G-6 through G-9, the pre-waste load separation between
the top of compacted clay liner (geomembrane) and the groundwater and bedrock is consistently
greater than 8 vertical feet. Based on a maximum calculated settlement of 1.69 feet, a pre-waste
load separation of 8 vertical feet provides adequate post-settlement separation of greater than 4
vertical feet along the settlement profiles. The analysis also indicates a post-settlement slope along
the selected leachate collection pipes of greater than 0.5%, which was the minimum allowable slope
indicated in the Phase 4 and 5 Permit to Construct by Garrett and Moore, Inc.

GLOBAL STABILITY

Analyses were performed considering both static and seismic (pseudo-static) conditions for global
slope stability of the 3.5H:1V finished waste mound as well as the planned 3H : 1V interim waste
mound slope. The interim waste mound slope will remain until construction of the planned, future
Phase 6.

Report of Subgrade Settlement and Slope Stability Evaluation October 6, 2016
Haywood County White Oak MSWLF – Phases 4 & 5 BLE Project No. J15-1957-51
Haywood County, North Carolina
5
The most recent United States Geological Survey data available indicates that the maximum
horizontal acceleration at the landfill, expressed as a percentage of the earth's gravity (g), in rock is
approximately 0.22g with a 2% probability of being exceeded in 50 years2 approximately equal to
10% probability in 250 years. Therefore, the site is located in a seismic impact zone. Based on the
site subsurface conditions and the seismic bedrock acceleration of 0.22g, the resulting seismic
coefficient within the waste mound used in the limited allowable displacement pseudo-static stability
analysis was 0.14 (RCRA Subtitle D (258) Seismic Design Guidance for MSW Landfill Facilities,
April 1995). The determination of the seismic coefficient is presented with the attached global
stability results.

Both static and seismic slope stability analyses were performed. The analyses included both circular
and sliding block potential failure modes of the fully expanded landfill configuration and perimeter
embankments using the computer program Slope/W by GeoSlope International. The shear strength
parameters for the soil layers were determined from the soil types encountered by the borings, the
soil standard penetration test results, laboratory triaxial shear testing of undisturbed and remolded
site samples, and our experience with materials similar to those encountered on this site. In addition
to the historical shear strength test results reported in the DHR, another triaxial shear test was
conducted on a remolded sample of sandy silt (ML) site soils. The shear strength test results for this
additional sample along with particle size distribution, Atterberg limits and moisture-density
relationship (standard Proctor) are included with the attached global stability results. The shear
strength of the waste was selected from published data, as referenced in the slope stability analysis
results of this report.

The planned phase design was reviewed and two representative critical cross-sections were selected
for detailed analysis of global stability. The locations of the cross-sections are shown on the
attached Figure G-3. Cross-sections A-A’ (Figure G-4) and B-B’ (Figure G-5) are taken through the
3H:1V interim waste slope and 3.5H:1V final waste slope, respectively.

Results: The summary table below provides the minimum factors of safety for the 3.0H : 1V interim
waste slope, 3.5:1V final waste slope, and a tack-on storm water berm. The recommended minimum, long
term factor of safety is 1.5 for static conditions, and 1.0 for seismic conditions.

2 Petersen, M. D. et al. (2014). Documentation for the 2014 update of the United States national seismic
hazard maps: U.S. Geological Survey Open-File Report 2014–1091. Reston, Virginia: USGS.

Report of Subgrade Settlement and Slope Stability Evaluation October 6, 2016
Haywood County White Oak MSWLF – Phases 4 & 5 BLE Project No. J15-1957-51
Haywood County, North Carolina
6
Table 1: Slope Stability Analysis Results
SLOPE
ANALYZED
CONDITION (STATIC OR
SEISMIC)
MINIMUM F.S.

3H:1V
(INTERIM
WASTE)
STATIC – GLOBAL 2.15
STATIC – SLIDING BLOCK 1.86
SEISMIC - GLOBAL 1.06
SEISMIC – SLIDING BLOCK 1.03
3.5H:1V
(FINAL
WASTE)
STATIC – GLOBAL 2.47
STATIC – SLIDING BLOCK 2.29
SEISMIC - GLOBAL 1.43
SEISMIC – SLIDING BLOCK 1.18
TERRACE
BERM
STATIC 1.51
SEISMIC 1.26

Based on the global, sliding block analysis, in order to achieve the minimum required factor of safety
of greater than or equal to 1.0 for seismic conditions, a base liner interface shear strength equivalent
to 19-degrees is required. Based on recommendations by (Duncan, et al., 2014) shear strengths used
for clayey soils in psuedostatic slope stability analyses should be 80% of the peak shear strength.
Therefore, a minimum interface shear strength equal to a friction angle of
24-degrees is recommended for all base liner interfaces between a normal stress range of 1,000 psf
to 7,500 psf, which is the stress range within the zone of potential base liner sliding failures. A
summary of required interface shear strengths for the various landfill components is provided in
Table 2 of this report.

In summary, the resulting factors of safety for the 3.0H:1V interim waste slope and 3.5H:1V final
waste slope, perimeter embankments, and storm water terrace berms were computed to be at least
1.5 under static conditions and 1.0 or more when considering the design seismic event and conditions
described in this report and are therefore acceptable as noted. The specific analyses and a summary
are attached to this report.

Report of Subgrade Settlement and Slope Stability Evaluation October 6, 2016
Haywood County White Oak MSWLF – Phases 4 & 5 BLE Project No. J15-1957-51
Haywood County, North Carolina
7

VENEER SLIDING STABILITY

The sliding resistance for the planned slopes of the closure cap, base liner and leachate collection
systems were each analyzed. The veneer-type sliding stability of the erosion layer of the cap on the
3.5H:1V waste slope was analyzed for static and seismic conditions. Both final closure veneer
stability and base liner protective cover veneer stability were analyzed with the effect of grading
equipment spreading soil from the toe of the slope towards the top, assumed to be a low ground
pressure bulldozer such as a Caterpillar D6 LGP. Low ground pressure equipment is defined herein
as equipment resulting in a contact pressure less than or equal to 6 psi. Pushing the protective cover
up-slope will be required; therefore, no down-slope acceleration forces were included in the analysis.
Veneer sliding stability analyses assumed a sufficient drainage geocomposite capacity will prevent
the buildup of hydrostatic pressure above the top of the geocomposite in the closure cap system and
sufficient leachate drainage capacity will be provided by the protective cover in the base liner
system. Geocomposite drainage layer analysis for the final closure system and leachate collection
analysis were performed by Garrett and Moore and submitted in the Phase 4 and 5 Permit to
Construct.

Closure Cap Slopes
The lower bound of the interface shear strengths for the closure cap components was used in the
analysis. The analysis indicates that a closure cap erosion layer material with an interface friction
value equivalent to the shear strength represented by a friction angle of 22.5 degrees combined with
a cohesion / adhesion value greater than or equal to 25 psf will achieve acceptable factors of safety
of 1.5 and 1.0 for static and seismic conditions, respectively. A factor of safety of 1.5 was
calculated with the given shear strength under equipment loading anticipated during the spreading of
the erosion layer soil. The shear strength represented by a friction angle of 22.5 degrees and an
adhesion of 25 psf should be confirmed between normal loads of 250 psf and 1,000 psf, which are
the anticipated normal loads on the geosynthetic interfaces of the closure cap.

Base Liner Slopes
The sliding resistance for the tallest and steepest planned base liner slopes in Phases 4 and 5 were
analyzed during protective cover placement with equipment loading as described by Koerner and
Soong (2005). The lower bound of the interface shear strengths for the base liner components were
used for the analysis. For the protective cover layer on the 3H:1V base liner, a shear strength
represented by a friction angle of 25.5 degrees would yield factors of safety of 1.5 for static
conditions during the spreading of the material using a low ground pressure dozer. The given shear

Report of Subgrade Settlement and Slope Stability Evaluation October 6, 2016
Haywood County White Oak MSWLF – Phases 4 & 5 BLE Project No. J15-1957-51
Haywood County, North Carolina
8
strength should be confirmed between normal loads of 250 psf and 1,000 psf which is the anticipated
range for the geosynthetic interfaces during placement of protective cover and prior to waste
placement. For global slope stability (base liner sliding) following complete waste placement, the
recommended interface shear strength between the base liner interfaces is represented by a friction
angle of 24 degrees as discussed in the global slope stability section above. The table below provides
the required interface friction angles to achieve the required factors of safety for the various landfill
components.

Table 2: Required Interface Shear Strength Criteria
Landfill Component
(Slope Inclination)
Shear Strength Parameters Normal Load Range
(psf) Friction Angle Cohesion / Adhesion
Base Liner (3H:1V) 25.5 0 250 to 1,000
24 0 1,000 to 7,500
Closure Cap
(3.5H:1V) 22.5 25 250 to 1,000

Prior to the construction of each landfill cell, the interface shear strength between each of the
proposed layers of the cap and base liner systems should be confirmed by direct shear testing in
accordance with the procedure outlined in ASTM D 5321 using samples of the materials proposed to
be used in construction.

CONCLUSION

The results of the geotechnical analyses presented in this report indicate that the proposed landfill
configuration will result in acceptable subgrade settlements and the slopes and veneer layers will
provide appropriate factors of safety for stability when considering design conditions included
herein.

Report of Subgrade Settlement and Slope Stability Evaluation October 6, 2016
Haywood County White Oak MSWLF – Phases 4 & 5 BLE Project No. J15-1957-51
Haywood County, North Carolina
9
Bunnell-Lammons Engineering, Inc. appreciates the opportunity to provide professional geotechnical
services on this project. If you have any questions concerning this report or the attached analyses, please
contact us.
Sincerely,
BUNNELL-LAMMONS ENGINEERING,INC.
NC License No. C-1538
Tyler W. Moody, P.E. Gary L. Weekley, P. E.
Project Engineer Senior Engineer
Licensed NC #42375 Registered NC # 8251
Attachments:
Figures
Subgrade Settlement
Global Slope Stability Analysis
Veneer Stability – Base Liner and Closure Cap
Laboratory Test Results
Soil Test Boring and Piezometer Installation Logs

Copy:Mr. Vance F. Moore, P.E.
Mr. Mark S. Preddy, P.G.
Mr. Andy W. Alexander, P.G.
Mr. Allen Gaither, P.E. (NCDEQ)
Ms. Elizabeth Werner

FIGURES
G-1
PHASE 5
PHASE 4
EXISTING PHASES 1-3
FUTURE PHASE 6
G-2
PHASE 5
PHASE 4
EXISTING PHASES 1-3
FUTURE PHASE 6
G-3
G
-
4
G
-
5
G
-
6
G
-
7
G
-
8
G
-
9

SUBGRADE SETTLEMENT &
POST SETTLEMENT SEPARATION

BLEINC.

2

SUBGRADE SETTLEMENT ANALYSIS

PHASE 4 AND 5
HAYWOOD COUNTY WHITE OAK MSW LANDFILL
HAYWOOD COUNTY, NORTH CAROLINA
BLE Project No. J15-1957-51

PURPOSE

Estimate settlement at the clay liner subgrade caused by the weight of overlying solid waste and closure
cap to confirm regulatory post-settlement separation requirements with groundwater and bedrock. The
settlement calculation was performed along the proposed alignment of leachate lines and at points of interest
such as the greatest waste height. The post-settlement slope of the leachate lines was checked to confirm
the design slope of the leachate lines.

DESCRIPTION OF ANALYSIS

General Conditions
1. Subsurface conditions at each location were based on nearby soil test borings. Boring logs are attached.
2. Earth and waste loads on the clay liner subgrade were determined from the proposed final cap and
Phase 4 base liner grades from drawings titled Engineering Drawings – Phases 4 and 5 Permit to
Construct dated June 20, 2016 by Garrett and Moore, Inc. Phase 5 base liner grades were revised in
September 2016 by Garrett and Moore, Inc.
3. Unit weights for MSW waste, soil cover and clay liner were used to calculate the net pressure at each
location analyzed.
4. Settlements were estimated using elastic analysis for residual soils (Reference 1).
5. Settlement from structural fill placed to achieve proposed design subgrade elevation was assumed to
have been completed prior to placement of liner components.
6. Top of bedrock for the site was assumed based on the BLE drawing titled Top of Bedrock (Auger
Refusal) Elevation Contour Map, (Figure 5) dated September 28, 2016 from the Phase 4 and 5 Design
Hydrogeologic Report.
7. Groundwater for the site was assumed based on the BLE drawing titled Seasonal High Water Table
Elevation Contour Map 2007 to 2008 and 2015 to 2016 (Figure 7) dated September 28, 2016 from the
Phase 4 and 5 Design Hydrogeologic Report.

Reference 1: Settlement of Residual Soil, R. E. Martin, ASCE Geotechnical Special Publication No. 9,
April 1987.

BLE
Phase Point Reference Pre-Elevation Elevation
Number Reference(1)Boring Construction Top of Clay Protective MSW Cap Finished
Number Ground Clay Liner Cover Cap
Elevation Liner
at Point
Feet Feet Feet Feet Feet Feet Feet
Phase 5 1 BLE-22 2546.6 2520.0 2.0 2.0 78.2 4.5 2604.7
Phase 4 2 BLE-1 2560.4 2555.3 2.0 2.0 190.4 4.5 2752.2
Phase 5 3 BLE-12 2578.3 2556.4 2.0 2.0 32.1 4.5 2595.0
Phase 5 4 BLE-14 2584.4 2561.3 2.0 2.0 99.3 4.5 2667.1
Phase 5 5 BLE-23 2593.3 2538.4 2.0 2.0 49.1 4.5 2594.0
Phase 5 6 BLE-22 2560.7 2516.0 2.0 2.0 28.1 4.5 2550.6
Phase 5 7 BLE-19 2553.0 2523.8 2.0 2.0 100.2 4.5 2630.5
Phase 5 8 BLE-18 2591.9 2544.1 2.0 2.0 164.8 4.5 2715.4
Phase 4 9 BLE-10 2608.0 2565.9 2.0 2.0 6.1 4.5 2578.5
Phase 4 10 BLE-16 2597.9 2562.0 2.0 2.0 65.6 4.5 2634.1
Phase 4 11 BLE-4 2548.0 2547.4 2.0 2.0 131.4 4.5 2685.3
Phase 4 12 BLE-13 2602.0 2553.1 2.0 2.0 47.7 4.5 2607.3
Phase 4 13 P-6 2546.3 2543.7 2.0 2.0 27.0 4.5 2577.2
(1) References to Cell Floor Elevation, Locations shown on Figure G-2.
(2) Net Surcharge = cap weight + weight of waste down to protective cover +
protective cover weight - net stress relief between original ground and geomembrane elevations.
Cap elevations from Garrett and Moore Drawing titled "Facility Plan (Phase 1-7) Top of Final Cover System dated June 2016.
prepared by:Tyler W. Moody, P.E.MSW 85 pcf
checked by:Larry A. Simonson, P.E.Structural Fill & Clay Liner 120 pcf
reviewed by:Gary Weekley, P.E.Cap Soil and Protective Cover 120 pcf
Layer Thickness
Pressure(2)
Subgrade
Elevation
4,235
16,352
6,448
-1,635
5,793
9,052
-3,754
2,048
Pre-construction ground surface and Geomembrane (top of clay) elevations from Garrett and Moore Drawing "Phase 4 Top
of 60-mil HDPE FML Grades and LCS" dated June 2016 and Phase 5 Top of 60-mil HDPE FML Grades and LCS" revised
September 2016.
11,877
2,763
Material Unit Weight
-1,033
SETTLEMENT CALCULATIONS
SURCHARGE DETERMINATION
SEPTEMBER 2016
BLE Project No. J15-1957-51
HAYWOOD COUNTY, NORTH CAROLINA
HAYWOOD COUNTY WHITE OAK MSW LANDFILL
PHASE 4 AND 5 DESIGN HYDROGEOLOGIC REPORT
-2,195
880
psf
at Clay
Net
September 2016
Standard Layer Total Effective Surcharge Soil Layer
Penetration Thickness Soil Unit Soil Unit Pressure1 Modulus Settlement
Resistance (N-Value)Weight Weight
(bpf)(feet)(pcf)(pcf)(psf)(ksf)(inches)
Point 1 using BLE-22
2518 -2509 Stiff sandy SILT 17 9 120 120 4,235 270 1.0
2509 -2502 Firm to Very firm silty SAND 28 7 130 68 4,235 370 0.6
2502 -2495 Dense silty SAND 37 7 130 68 4,235 440 0.5
2495 -2485 V. Dense silty SAND 65 10 130 68 4,235 640 0.5
2485 -2457 PWR 120 28 130 68 4,235 970 0.9
Total Thickness of Compressible Material 61 Feet
TOTAL ESTIMATED SETTLEMENT (inches)3.5
TOTAL ESTIMATED SETTLEMENT (feet)0.29
Point 2 using BLE-1
2554 -2547 V. Stiff sandy SILT 18 7 120 120 16,352 280 2.9
2547 -2522 V. Stiff sandy SILT 26 25 120 120 16,352 350 8.4
2522 -2514 Hard to v. stiff sandy SILT 34 8 130 68 16,352 420 2.2
2514 -2496 Hard to v. stiff sandy SILT 22 18 130 68 16,352 320 6.6
2496 -2494 PWR 200 2 130 68 16,352 1,350 0.2
Total Thickness of Compressible Material 60 Feet
TOTAL ESTIMATED SETTLEMENT (inches)20.3
TOTAL ESTIMATED SETTLEMENT (feet)1.69
Point 3 using BLE-12
2555 -2537 V. Stiff sandy SILT 20 18 120 120 880 300 0.4
2537 -2527 V. Siff sandy SILT 22 10 120 120 880 320 0.2
2527 -2521 Firm silty SAND 14 6 120 120 880 230 0.2
2521 -2474 Hard sandy SILT 30 47 130 68 880 390 0.8
-
Total Thickness of Compressible Material 81 Feet
TOTAL ESTIMATED SETTLEMENT (inches)1.6
TOTAL ESTIMATED SETTLEMENT (feet)0.13
1 Surcharge pressure assumes weight of solid waste of 85 pcf
Reference Figure G-2 for settlement Point Locations
Subsurface Layer
Elevation (ft)Soil Type
SETTLEMENT CALCULATIONS - PHASE 4 & 5
HAYWOOD COUNTY WHITE OAK MSW LANDFILL
HAYWOOD COUNTY, NORTH CAROLINA
Bunnell-Lammons Engineering, Inc. Project No. J15-1957-51
September 2016
Standard Layer Total Effective Surcharge Soil Layer
Penetration Thickness Soil Unit Soil Unit Pressure1 Modulus Settlement
Resistance (N-Value)Weight Weight
(bpf)(feet)(pcf)(pcf)(psf)(ksf)(inches)
Point 4 using BLE-14
2560 -2552 V. Stiff clayey SILT 20 8 120 120 6,448 300 1.2
2552 -2542 Hard to Stiff sandy SILT 55 10 120 120 6,448 580 0.8
2542 -2525 V. Stiff to Hard sandy SILT 30 17 120 120 6,448 390 2.0
2525 -2517 V. Stiff to Hard sandy SILT 31 8 130 68 6,448 400 0.9
2517 -2510 PWR 600 7 130 68 6,448 2,790 0.1
Total Thickness of Compressible Material 50 Feet
TOTAL ESTIMATED SETTLEMENT (inches)5.0
TOTAL ESTIMATED SETTLEMENT (feet)0.42
Point 5 using BLE-23
2537 -2527 V. Stiff sandy SILT 30 10 120 120 0 390 0.0
2527 -2512 Hard sandy SILT 48 15 120 120 0 530 0.0
2512 -2507 V. Firm silty SAND 25 5 130 68 0 340 0.0
2507 -2498 V. Dense silty SAND 90 9 130 68 0 800 0.0
No Net Loading
Total Thickness of Compressible Material 39 Feet
TOTAL ESTIMATED SETTLEMENT (inches)0.0
TOTAL ESTIMATED SETTLEMENT (feet)0.00
Point 6 using BLE-22
2514 -2510 Dense silty SAND 35 4 130 68 0 430 0.0
2510 -2500 V. Dense silty SAND 65 10 130 68 0 640 0.0
2500 -2472 PWR 120 28 130 68 0 970 0.0
-No Net Loading
Total Thickness of Compressible Material 42 Feet
TOTAL ESTIMATED SETTLEMENT (inches)0.0
TOTAL ESTIMATED SETTLEMENT (feet)0.00
1 Surcharge pressure assumes weight of solid waste of 85 pcf
Reference Figure G-2 for settlement Point Locations
SETTLEMENT CALCULATIONS - PHASE 4 & 5
HAYWOOD COUNTY WHITE OAK MSW LANDFILL
HAYWOOD COUNTY, NORTH CAROLINA
Bunnell-Lammons Engineering, Inc. Project No. J15-1957-51
Subsurface Layer
Elevation (ft)Soil Type
September 2016
Standard Layer Total Effective Surcharge Soil Layer
Penetration Thickness Soil Unit Soil Unit Pressure1 Modulus Settlement
Resistance (N-Value)Weight Weight
(bpf)(feet)(pcf)(pcf)(psf)(ksf)(inches)
Point 7 using BLE-19
2522 -2512 V. Stiff sandy SILT 26 10 120 120 5,793 350 1.2
2512 -2503 PWR 120 9 130 68 5,793 970 0.4
Total Thickness of Compressible Material 19 Feet
TOTAL ESTIMATED SETTLEMENT (inches)1.6
TOTAL ESTIMATED SETTLEMENT (feet)0.13
Point 8 using BLE-18
2542 -2516 PWR 120 26 130 38 9,052 970 1.7
Total Thickness of Compressible Material 26 Feet
TOTAL ESTIMATED SETTLEMENT (inches)1.7
TOTAL ESTIMATED SETTLEMENT (feet)0.14
Point 9 using BLE-10
2564 -2557 V. Hard sandy SILT 45 7 120 120 0 510 0.0
2557 -2551 Hard sandy SILT 22 6 120 120 0 320 0.0
2551 -2513 Hard to V. Hard sandy SILT 53 38 130 68 0 560 0.0
-No Net Loading
Total Thickness of Compressible Material 51 Feet
TOTAL ESTIMATED SETTLEMENT (inches)0.0
TOTAL ESTIMATED SETTLEMENT (feet)0.00
1 Surcharge pressure assumes weight of solid waste of 85 pcf
Reference Figure G-2 for settlement Point Locations
SETTLEMENT CALCULATIONS - PHASE 4 & 5
HAYWOOD COUNTY WHITE OAK MSW LANDFILL
HAYWOOD COUNTY, NORTH CAROLINA
Bunnell-Lammons Engineering, Inc. Project No. J15-1957-51
Subsurface Layer
Elevation (ft)Soil Type
September 2016
Standard Layer Total Effective Surcharge Soil Layer
Penetration Thickness Soil Unit Soil Unit Pressure1 Modulus Settlement
Resistance (N-Value)Weight Weight
(bpf)(feet)(pcf)(pcf)(psf)(ksf)(inches)
Point 10 using BLE-16
2560 -2556 V. Stiff sandy SILT 39 4 120 120 2,048 460 0.1
2556 -2541 V. Dense silty SAND 47 15 120 120 2,048 520 0.4
2541 -2526 Hard sandy SILT 35 15 120 120 2,048 430 0.5
2526 -2503 Dense silty SAND 50 23 130 68 2,048 540 0.6
Total Thickness of Compressible Material 57 Feet
TOTAL ESTIMATED SETTLEMENT (inches)1.6
TOTAL ESTIMATED SETTLEMENT (feet)0.13
Point 11 using BLE-14
2546 -2531 Stiff sandy SILT 12 15 120 120 11,877 210 6.1
2531 -2516 V. Stiff clayey SILT 20 15 120 120 11,877 300 4.3
2516 -2506 Hard to stiff sandy SILT 55 10 120 120 11,877 580 1.5
2506 -2489 V. stiff sandy SILT 30 17 120 120 11,877 390 3.7
2489 -2481 V. stiff sandy SILT 31 8 130 68 11,877 400 1.7
2481 -2474 PWR 600 7 130 68 11,877 2,790 0.2
Total Thickness of Compressible Material 72 Feet
TOTAL ESTIMATED SETTLEMENT (inches)17.5
TOTAL ESTIMATED SETTLEMENT (feet)1.46
Point 12 using BLE-13
2551 -2528 V. Hard sandy SILT 52 23 120 120 0 560 0.0
2528 -2515 PWR 120 13 120 120 0 970 0.0
-No Net Loading
Total Thickness of Compressible Material 36 Feet
TOTAL ESTIMATED SETTLEMENT (inches)0.0
TOTAL ESTIMATED SETTLEMENT (feet)0.00
1 Surcharge pressure assumes weight of solid waste of 85 pcf
Reference Figure G-2 for settlement Point Locations
SETTLEMENT CALCULATIONS - PHASE 4 & 5
HAYWOOD COUNTY WHITE OAK MSW LANDFILL
HAYWOOD COUNTY, NORTH CAROLINA
Bunnell-Lammons Engineering, Inc. Project No. J15-1957-51
Subsurface Layer
Elevation (ft)Soil Type
September 2016
Standard Layer Total Effective Surcharge Soil Layer
Penetration Thickness Soil Unit Soil Unit Pressure1 Modulus Settlement
Resistance (N-Value)Weight Weight
(bpf)(feet)(pcf)(pcf)(psf)(ksf)(inches)
Point 13 using P-6
2542 -2535 Stiff sandy SILT 11 7 120 120 2,763 200 0.7
2535 -2520 Stiff sandy SILT 18 15 120 120 2,763 280 1.1
2520 -2509 Stiff sandy SILT 21 11 120 120 2,763 310 0.7
2509 -2494 V. Stiff sandy SILT 32 15 120 120 2,763 400 0.7
2494 -2487 PWR 120 7 130 68 2,763 970 0.1
Total Thickness of Compressible Material 55 Feet
TOTAL ESTIMATED SETTLEMENT (inches)3.3
TOTAL ESTIMATED SETTLEMENT (feet)0.28
1 Surcharge pressure assumes weight of solid waste of 85 pcf
Reference Figure G-2 for settlement Point Locations
SETTLEMENT CALCULATIONS - PHASE 4 & 5
HAYWOOD COUNTY WHITE OAK MSW LANDFILL
HAYWOOD COUNTY, NORTH CAROLINA
Bunnell-Lammons Engineering, Inc. Project No. J15-1957-51
Subsurface Layer
Elevation (ft)Soil Type
BLE
Phase Settlement Estimated Top of Clay Liner Groundwater Groundwater
Number Point Settlement Clay Liner Subgrade Elevation(2)Elevation
Reference(1)(FML)Elevation Separation
(FML-2 Feet)
Feet Feet Feet Feet Feet
Phase 5 1 0.29 2520.0 2518.0 2506.8 10.91
Phase 4 2 1.69 2555.3 2553.3 2530.6 21.01
Phase 5 3 0.13 2556.4 2554.4 2544.9 9.37
Phase 5 4 0.42 2561.3 2559.3 2550.0 8.88
Phase 5 5 0.00 2538.4 2536.4 2526.7 9.70
Phase 5 6 0.00 2516.0 2514.0 2505.7 8.30
Phase 5 7 0.13 2523.8 2521.8 2508.9 12.77
Phase 5 8 0.14 2544.1 2542.1 2534.0 7.96
Phase 4 9 0.00 2565.9 2563.9 2550.0 13.90
Phase 4 10 0.13 2562.0 2560.0 2550.0 9.87
Phase 4 11 1.46 2547.4 2545.4 2531.3 12.64
Phase 4 12 0.00 2553.1 2551.1 2540.5 10.60
Phase 4 13 0.28 2543.7 2541.7 2518.3 23.12
Note (1): Reference Figure G-2 for settlement Point Locations
Note (2): Reference BLE Figure 7 titled "Seasonal High Water Table Elevation Contour Map, 2007 to 2008
and 2015 to 2016" from the Phase 4 and 5 Design Hydrogeologic Report, dated September 28, 2016.
GROUNDWATER SEPARATION WITH CLAY LINER SUBGRADE
PHASE 4 AND 5
HAYWOOD COUNTY, NORTH CAROLINA
BLE Project No. J15-1957-51
September 2016
HAYWOOD COUNTY WHITE OAK MSW LANDFILL
POST-SETTLEMENT
BLE
Phase Settlement Estimated Top of Clay Liner Bedrock Bedrock
Number Point Settlement Clay Liner Subgrade Elevation(2)Elevation
Reference(1)(FML)Elevation Separation
(FML-2 Feet)
Feet Feet Feet Feet Feet
Phase 5 1 0.29 2520.0 2518.0 2451.6 66.11
Phase 4 2 1.69 2555.3 2553.3 2502.2 49.41
Phase 5 3 0.13 2556.4 2554.4 2514.8 39.47
Phase 5 4 0.42 2561.3 2559.3 2531.7 27.18
Phase 5 5 0.00 2538.4 2536.4 2505.8 30.60
Phase 5 6 0.00 2516.0 2514.0 2485.2 28.80
Phase 5 7 0.13 2523.8 2521.8 2482.6 39.07
Phase 5 8 0.14 2544.1 2542.1 2510.3 31.66
Phase 4 9 0.00 2565.9 2563.9 2524.7 39.20
Phase 4 10 0.13 2562.0 2560.0 2530.0 29.87
Phase 4 11 1.46 2547.4 2545.4 2504.2 39.74
Phase 4 12 0.00 2553.1 2551.1 2522.0 29.10
Phase 4 13 0.28 2543.7 2541.7 2514.5 26.92
Note (1): Reference Figure G-2 for settlement Point Locations
Note (2): Reference BLE Figure 5 titled "Top of Bedrock (Auger Refusal) Elevation Contour Map" from the
Phase 4 and 5 Design Hydrogeologic Report, dated September 28, 2016.
September 2016
BEDROCK SEPARATION WITH CLAY LINER SUBGRADE
POST-SETTLEMENT
PHASE 4 AND 5
HAYWOOD COUNTY WHITE OAK MSW LANDFILL
HAYWOOD COUNTY, NORTH CAROLINA
BLE Project No. J15-1957-51
BLE
Prepared by:T. Moody, P.E.
Checked by:G. Weekley, P.E.
Phase
Number Low Middle High Line Initial Post Line Initial Post
Point Point Point Sta.Elev.Sta.Elev.Length Line Settlement Sta.Elev.Sta.Elev.Length Line Settlement
(Pt. Reference Number*)Slope Slope Slope Slope
Low-Middle Middle-High
Feet Feet Feet Feet %%Feet %%
0.00 0.13 0.14
(6)(7)(8)
0.13 0.42 N/A
(3)(4)N/A
1.46 0.13 0.00
(11)(10)(9)
Note(*): Point Reference Numbers refer to the settlement analysis point numbers shown on BLE Figure G-2.
4+82 2565.9 212 1.8 1.92705.2 5.7 2+70 2562.040+00 2548.0 2+70 2562.0
N/A N/A N/A N/A N/A3081.6 1.5 N/A N/A50+36 2556.4 3+44 2561.3
5 4.94.94182544.18+50.72523.84+32.51.81.84332523.84+32.52516.00+00
Subgrade Settlement Low to Middle Leachate Line Segment Middle to High Leachate Line Segment
Low Middle Middle High
September 2016
BLE Project J15-1957-51
POST-SETTLEMENT SLOPE OF SELECTED LEACHATE LINES
HAYWOOD COUNTY WHITE OAK MSW LANDFILL
HAYWOOD COUNTY, NORTH CAROLINA
PHASE 4 & 5

GLOBAL SLOPE STABILITY ANALYSIS

 Calculation Documentation - Slope Stability Analysis
 Seismic Coefficient Determination
 Slope Stability Analysis Run Print Outs
 MSW Shear Strength Depth Function

Calculation Documentation –Slope Stability Analysis October 6, 2016
Haywood County White Oak Landfill BLE Project No. J15-1957-51
Haywood County, North Carolina

2

PURPOSE

1. Analyze the global slope stability of the proposed interim and final waste grades for Phases
4 and 5 at the Haywood County White Oak Landfill in Haywood County, North Carolina.

DESCRIPTION OF ANALYSIS

General Conditions
1. Our previously submitted Design Hydrogeologic Report (DHR) – Phases 3 and 4 for the
White Oak Landfill, dated July 11, 2008, Revised February 27, 2009 was available for our
reference of subsurface conditions and engineering soil properties.
2. The subsurface of the landfill consists of an upper zone of clayey silt to sandy silty clay
and a lower zone of primarily fine to medium sandy silt. The upper zone has an average
thickness of approximately 8 feet, and the thickness of the lower zone ranges from 14 to
98 feet with an average thickness of 59.5 feet in the soil test borings performed for the
DHR. N-values range from 5 to 100 with an average of 29, indicating a very firm average
consistency. Partially weathered rock underlies the residual soil. Phases 4 and 5 will be
constructed by excavating the residual soil down to design grades with up to 30 vertical
feet of cut over much of the phase area.
3. Shear strengths of the underlying residual material and structural fill were determined from
triaxial shear laboratory testing performed on remolded and relatively undisturbed samples
obtained during field exploration for the DHR. Shear strength of the lower residual soil
layer was conservatively estimated based on the standard penetration resistance values
measured in the borings for the DHR.
4. Shear strength of the MSW waste was estimated from published literature and our previous
experience with similar materials (Bray, 2009).
5. The original ground surface topography and proposed subgrade elevations for Phases 4 and
5 were obtained from the drawings prepared by Garrett and Moore titled Phase 4 Top of
60-mil HDPE FML Grades and LCS, Sheet ED-4 and Phase 5 Top of 60-mil HDPE FML
Grades and LCS, Sheet ED-5 dated June 20, 2016.
6. Intermediate waste grades were obtained from the drawings prepared by Garrett and Moore
titled Phase 5 top of Intermediate Cover Grades, Phases 6 & 7 Conceptual Subgrade Plan,
Sheet FD-4 and Phase 4 Top of Intermediate Cover Grades, Phase 5 Top of FML Grades
and LCS, Sheet FD-3, dated June 20, 2016.
7. Final waste grades for the Haywood County White Oak Landfill, Phases 1 through 7 were
obtained from the drawing prepared by Garrett and Moore titled Facility Plan (Phase 1-7)
Top of Final Cover System, Sheet FD-6, dated June 20, 2016.
8. Final waste slopes will have a maximum inclination of 3.5H:1V, whereas intermediate
waste slopes are proposed to be a maximum inclination of 3H:1V. Therefore, both final

Calculation Documentation –Slope Stability Analysis October 6, 2016
Haywood County White Oak Landfill BLE Project No. J15-1957-51
Haywood County, North Carolina

3

waste slopes for Phases 4 and 5 and intermediate waste slopes for Phases 4 and 5 were
analyzed for slope stability.
9. Tack-on storm water diversion berms were analyzed for slope stability over the final
closure slope of 3.5H:1V.
10. A peak bedrock acceleration (PGA) of 0.22g was obtained from USGS Seismic Hazard
Map (10% probability of exceedance in 250 years), updated 2014 (Petersen et al.). The
seismic horizontal coefficient (ks) for a PGA of 0.22 g was calculated as ks= 0.14 using the
methodology established by RCRA Subtitle D (258) Seismic Design Guidance for
Municipal Solid Waste Landfill Facilities (Richardson et al. 1995).
11. Groundwater for the site was mapped using the seasonal high groundwater obtained from
the drawing prepared by BLE titled Figure 7 - Seasonal High Water Table Map – 2007 to
2008 and 2015 to 2016 dated September 28, 2016
12. Bedrock contours were obtained from the drawing prepared by BLE titled Figure 5 -
Bedrock Elevation Contour Map White Oak MSW Landfill dated September 28, 2016.
13. The required minimum base liner interface shear strength was back-calculated for a
minimum required factor of safety of 1.0 for seismic conditions. The shear strength used
for base liner interface friction under seismic loading is to be 80% of the peak interface
shear strength. The calculated peak interface friction value equivalent to 24-degrees is
within the range of potential values for the proposed base liner system consisting of
textured HDPE geomembrane vs. clayey soil liner, reinforced geosynthetic clay liner vs.
textured HDPE geomembrane and clayey soil liner, non-woven geotextile vs. textured
HDPE geomembrane and washed ASTM No. 57 stone.

Assumptions
1. Based on slope geometry and subsurface conditions the following cross sections were
analyzed: Section A-A’ for an intermediate waste slope and Section B-B’ for a final waste
slope (Reference Figure G-3 of this report)
2. If sludge is disposed at the waste facility, it is thoroughly mixed with solid waste prior to
placement or handled in accordance with the facility solid waste permit such that the shear
strength of the MSW is not reduced.
3. Assumed sufficient drainage within the leachate collection and removal system so that no
more than 1-ft of hydrostatic head is present on the base liner system.

The following table outlines the estimated Mohr-Coulomb shear strength envelopes utilized for the
various materials and conditions:

Calculation Documentation –Slope Stability Analysis October 6, 2016
Haywood County White Oak Landfill BLE Project No. J15-1957-51
Haywood County, North Carolina

4

Table 1: Shear Strength Parameters
Material
Unit
Weight
(pcf)
Effective Stress, Drained
Total Stress,
Pseudostatic Seismic4
Friction
Angle,
ϕ (º)
Cohesion,
c (psf)
Friction
Angle,
ϕ (º)
Cohesion,
c (psf)
MSW 85 Note 1 Note 1 Note 1 Note 1
Upper Residual Soil2 120 27 25 15.7 340
Lower Residual Soil2 120 33 0 22 200
Structural Fill2 120 32 0 15 100
Base Interface Friction3 115 24 0 19 0
Notes:
1. MSW shear strength was based on the shear-normal function as published by Bray et al. (2009). The
envelope is as follows:
߬ =ܿ +ߪ௡ ∗tan(߶ఙ)
߶ఙ =߶଴ −Δ߶ ∗logଵ଴ ൬ߪ௡
݌௔
൰
where
τ = shear strength
c = cohesion intercept
σn = total normal stress
ϕσ = normal stress dependent friction angle
ϕ0 = friction angle measured at a normal stress of 1 atm = 36º
Δϕ = change of friction angle over 1 log-cycle change of normal stress = 5º
pa = atmospheric pressure = 1 atm
2. Residual soil and structural fill were modeled as “impenetrable” for analysis where the failure
surfaces were limited to within the waste (i.e., non-global failure modes).
3. Minimum base liner interface shear strength for a FS = 1.0 for seismic condition where 19 degrees
is based on 80% of the peak strength of 24-degrees.

Calculation Documentation –Slope Stability Analysis October 6, 2016
Haywood County White Oak Landfill BLE Project No. J15-1957-51
Haywood County, North Carolina

5

The analysis was performed using SLOPE/W of the GeoStudio 2012 software package (August
2015 Release, Version 8.15.11512, developed by GEO-SLOPE International). The analysis used
the Morganstern-Price method of slices for limit equilibrium, using an Entry/Exit (circular failure)
or a block specified (block failure) slip surface search criteria, and applied optimization to the
critical slip surface to provide a composite failure surface.

SUMMARY OF RESULTS

The following table lists the slope stability results for the intermediate waste slope of Phase 5,
Section A-A’.

Table 2: Minimum Slope Stability Factors of Safety for the 3H:1V Intermediate Waste Slope
– Section A-A’
STATIC
OR
SEISMIC
FAILURE MODE (SLIP SURFACE) SLOPE/W FILE
DESIGNATION
MINIMUM F.S.

STATIC
WASTE (CIRCULAR) 1B 2.52
INTERFACE FRICTION (BLOCK) 1C 1.86
GLOBAL (CIRCULAR) 1A 2.15
SEISMIC
WASTE (CIRCULAR) 2B 1.72
INTERFACE FRICTION (BLOCK) 2D 1.03
GLOBAL (CIRCULAR) 2A1 1.06

Based on the stability results presented in Table 2, the minimum recommended F.S. > 1.5 for static
and 1.0 for seismic conditions is achieved for the intermediate waste slope given the conditions and
assumptions provided herein.

To achieve the minimum required factor of safety of greater than or equal to 1.0 for seismic
conditions, a base liner interface shear strength equivalent to 19-degrees was required. Based on
recommendations by (Duncan, et al., 2014) shear strengths used for clayey soils in psuedostatic
slope stability analyses should be 80% of the peak shear strength. Therefore, a peak interface shear
strength equal to a friction angle of 24-degrees is recommended for all base liner interfaces between
a normal stress range of 1,000 psf to 7,500 psf, which is the stress range within the zone of potential
base liner sliding failures.

Calculation Documentation –Slope Stability Analysis October 6, 2016
Haywood County White Oak Landfill BLE Project No. J15-1957-51
Haywood County, North Carolina

6

The following table lists the slope stability results for the final waste slope in Phases 4 and 5,
Section B-B’.

Table 3: Minimum Slope Stability Factors of Safety for the 3.5H:1V Final Waste Slope –
Section B-B’.
STATIC
OR
SEISMIC
FAILURE MODE (SLIP
SURFACE)
SLOPE/W FILE
DESIGNATION
MINIMUM F.S.

STATIC
WASTE (CIRCULAR) 11B 2.78
INTERFACE FRICTION (BLOCK) 11C 2.29
GLOBAL (CIRCULAR) 11A 2.47
TACK-ON STORM WATER BERM -- 1.51
SEISMIC
WASTE (CIRCULAR) 12B 1.81
INTERFACE FRICTION (BLOCK) 12C 1.18
GLOBAL (CIRCULAR) 12A 1.43
TACK-ON STORM WATER BERM -- 1.26

Based on the stability results presented in Table 3, the minimum recommended F.S. > 1.5 for static
and 1.0 for seismic conditions is maintained for a 3.5H:1V final waste slope and the tack-on storm
water diversion berms.

CONCLUSION

A slope stability analysis was performed for the intermediate and final waste slopes for Phases 4
and 5 at the Haywood County White Oak landfill using the geometry and grades shown in the plans
prepared by Garrett and Moore titled Engineering Drawings – Phases 4 and 5 Permit to Construct,
Haywood County White Oak MSWLF dated June 2016. Groundwater and bedrock elevations for
the analysis were obtained from the Design Hydrogeologic Report for Phases 4 and 5, prepared by
BLE. The analysis indicated that the minimum recommended factors of safety equal to 1.5 for
static conditions and 1.0 for seismic conditions were achieved for the conditions indicated herein.

An interface shear strength equal to a friction angle of 19-degrees was back-calculated to achieve
the required minimum factor of safety of 1.0 for seismic conditions. To account for strength
reduction during cyclical loading, such as a seismic event, Duncan et al. recommend reducing the
peak shear strength by 20% for slope stability analyses; therefore, a peak interface friction value

Calculation Documentation –Slope Stability Analysis October 6, 2016
Haywood County White Oak Landfill BLE Project No. J15-1957-51
Haywood County, North Carolina

7

equivalent to 24-degrees is recommended to obtain the factored value of 19 degrees used in this
analysis.

REFERENCES

Bray, J. D., Zekkos, D., Kavazanjian, E., Athanasopoulos, G., & Riemer, M. F. (2009, June).
Shear Strength of Municipal Solid Waste. Journal of Geotechnical and
Geoenvironmental Engineering, ASCE, 135(6), 709-722.
Duncan, J. M., Wright, S. G., & Brandon, T. L. (2014). Soil Strength and Slope Stability, 2nd
Edition. New Jersey: John Wiley & Sons, Inc.
GEO-SLOPE International, Ltd. (2015, August). Geostudio 2012, August 2015 Release, version
8.15.4.11512. Calgary, Alberta, Canada: GEO-SLOPE International, Ltd.
Petersen, M. D., Moschetti, M. P., Powers, P. M., Mueller, C. S., Haller, K. M., Frankel, A. D., . .
. Olsen, A. H. (2014). Open-File Report 2014-1091: Documentation for the 2014 Update
of the United States National Seismic Hazard Maps. United States Geological Survey.
Richardson , G. N., Kavazanjian, Jr. , E., & Matasovi, N. (1995). RCRA Subtitle D (258) Seismic
Design Guidance for Municipal Solid Waste Landfill Factilities. Risk Reduction
Engineering Laboratory: Office of Research and Development. Cincinnati, OH: U.S.
Environmental Protection Agency.
US Army Core of Engineers. (2003). Engineering and Design: Slope Stability EM 1110-2-1902.
Zekkos, D., Bray, J. D., Kavazanjian Jr., E., Matasovic, N., Rathje, E. M., Riemer, M. F., &
Stokoe II, K. H. (2006, October). Unit Weight of Municipal Solid Waste. Journal of
Geotechnical and Geoenvironmental Engineering, ASCE, 132(10), 1250-1261.

SEISMIC PEAK GROUND ACCELERATION AND
HORIZONTAL COEFFICIENT CALCULATION

SLOPE STABILITY ANALYSIS RUN PRINT-OUTS

2.15
White Oak Landfill - Ph 4/5 DHR Comments: Intermediate Waste Slope
Created By: Tyler Moody, P.E.
Date: 8/31/2016
Tool Version: 8.15.4.11512
File Name: WOLF Ph 4&5 Section A-A_.gsz
Analysis: 1A - Static / Global Failure / Circular
Description:
Method: Morgenstern-Price
BLE
Name: MSW Unit Weight: 85 Strength Function: MSW Shear Strength
Name: Upper Residual Soil Unit Weight: 120 Cohesion': 25 Phi': 27
Name: Bedrock
Name: Lower Residual Soil Unit Weight: 120 Cohesion': 0 Phi': 33
Horz Seismic Coef.:
Station
0 100 200 300 400 500 600 700
El
e
v
a
t
i
o
n
2,440
2,460
2,480
2,500
2,520
2,540
2,560
2,580
2,600
2,620
2,640
2,660
2,680
2,700
2,720
2,740
Materials
MSW
Upper Residual Soil
Bedrock
Lower Residual Soil
2.52
White Oak Landfill - Ph 4/5 DHR Comments: Intermediate Waste Slope
Created By: Tyler Moody, P.E.
Date: 8/31/2016
Tool Version: 8.15.4.11512
File Name: WOLF Ph 4&5 Section A-A_.gsz
Analysis: 1B - Static / Waste Failure / Circular
Description: Failure In MSW
Method: Morgenstern-Price
BLE
Name: MSW Unit Weight: 85 Strength Function: MSW Shear Strength
Name: Residual Soil (Modeled as Impenetrable)
Name: Bedrock
Horz Seismic Coef.:
Station
0 100 200 300 400 500 600 700
El
e
v
a
t
i
o
n
2,440
2,460
2,480
2,500
2,520
2,540
2,560
2,580
2,600
2,620
2,640
2,660
2,680
2,700
2,720
2,740
Materials
MSW
Residual Soil (Modeled as Impenetrable)
Bedrock
1.86
White Oak Landfill - Ph 4/5 DHR Comments: Intermediate Waste Slope
Created By: Tyler Moody, P.E.
Date: 9/1/2016
Tool Version: 8.15.4.11512
File Name: WOLF Ph 4&5 Section A-A_.gsz
Analysis: 1C - Static / Interface / Block Sliding
Description: Failure along Base Liner
Method: Morgenstern-Price
BLE
Name: MSW Unit Weight: 85 Strength Function: MSW Shear Strength
Name: Residual Soil (Modeled as Impenetrable)
Name: Base Interface Unit Weight: 115 Cohesion': 0 Phi': 24
Name: Bedrock
Horz Seismic Coef.:
Station
0 100 200 300 400 500 600 700
El
e
v
a
t
i
o
n
2,440
2,460
2,480
2,500
2,520
2,540
2,560
2,580
2,600
2,620
2,640
2,660
2,680
2,700
2,720
2,740
Materials
MSW
Residual Soil (Modeled as Impenetrable)
Base Interface
Bedrock
1.06
White Oak Landfill - Ph 4/5 DHR Comments: Intermediate Waste Slope
Created By: Tyler Moody, P.E.
Date: 8/31/2016
Tool Version: 8.15.4.11512
File Name: WOLF Ph 4&5 Section A-A_.gsz
Analysis: 2A1 - Seismic/ Global Failure / Block
Description:
Method: Morgenstern-Price
BLE
Name: MSW Unit Weight: 85 Strength Function: MSW Shear Strength
Name: Upper Residual Soil_Seismic Unit Weight: 120 Cohesion': 340 Phi': 15.7
Name: Bedrock
Name: Lower Residual _Seismic Unit Weight: 120 Cohesion': 200 Phi': 22
Horz Seismic Coef.: 0.14
Station
0 100 200 300 400 500 600 700
El
e
v
a
t
i
o
n
2,440
2,460
2,480
2,500
2,520
2,540
2,560
2,580
2,600
2,620
2,640
2,660
2,680
2,700
2,720
2,740
Materials
MSW
Upper Residual Soil_Seismic
Bedrock
Lower Residual _Seismic
1.72
White Oak Landfill - Ph 4/5 DHR Comments: Intermediate Waste Slope
Created By: Tyler Moody, P.E.
Date: 8/31/2016
Tool Version: 8.15.4.11512
File Name: WOLF Ph 4&5 Section A-A_.gsz
Analysis: 2B - Seismic / Waste Failure / Circular
Description: Failure In MSW
Method: Morgenstern-Price
BLE
Name: MSW Unit Weight: 85 Strength Function: MSW Shear Strength
Name: Residual Soil (Modeled as Impenetrable)
Name: Bedrock
Horz Seismic Coef.: 0.14
Station
0 100 200 300 400 500 600 700
El
e
v
a
t
i
o
n
2,440
2,460
2,480
2,500
2,520
2,540
2,560
2,580
2,600
2,620
2,640
2,660
2,680
2,700
2,720
2,740
Materials
MSW
Residual Soil (Modeled as Impenetrable)
Bedrock
1.03
White Oak Landfill - Ph 4/5 DHR Comments: Intermediate Waste Slope
Created By: Tyler Moody, P.E.
Date: 8/31/2016
Tool Version: 8.15.4.11512
File Name: WOLF Ph 4&5 Section A-A_.gsz
Analysis: 2D - Seismic / Interface / Composite Sliding
Description: Failure along Base Liner
Method: Morgenstern-Price
BLE
Name: MSW Unit Weight: 85 Strength Function: MSW Shear Strength
Name: Residual Soil (Modeled as Impenetrable)
Name: Base Interface_Seismic Unit Weight: 115 Cohesion': 0 Phi': 19
Name: Bedrock
Horz Seismic Coef.: 0.14
Station
0 100 200 300 400 500 600 700
El
e
v
a
t
i
o
n
2,440
2,460
2,480
2,500
2,520
2,540
2,560
2,580
2,600
2,620
2,640
2,660
2,680
2,700
2,720
2,740
Materials
MSW
Residual Soil (Modeled as Impenetrable)
Base Interface_Seismic
Bedrock
2.47
White Oak Landfill - Ph 4/5 DHR Comments: Final Waste Slope
Created By: Tyler Moody, P.E.
Date: 8/31/2016
Tool Version: 8.15.4.11512
File Name: WOLF Ph 4&5 DHR - Section B-B.gsz
Analysis: 11A - Static / Global Failure / Circular
Description:
Method: Morgenstern-Price
BLE
Name: MSW Unit Weight: 85 Strength Function: MSW Shear Strength
Name: Upper Residual Soil Unit Weight: 120 Cohesion': 25 Phi': 27
Name: Bedrock
Name: Structural FIll Unit Weight: 120 Cohesion': 0 Phi': 32
Name: Lower Residual Soil Unit Weight: 120 Cohesion': 0 Phi': 33
Horz Seismic Coef.:
Station
0 100 200 300 400 500 600 700 800 900 1,000
El
e
v
a
t
i
o
n
2,440
2,460
2,480
2,500
2,520
2,540
2,560
2,580
2,600
2,620
2,640
2,660
2,680
2,700
2,720
2,740
2,760
2,780
Materials
MSW
Upper Residual Soil
Bedrock
Structural FIll
Lower Residual Soil
2.78
White Oak Landfill - Ph 4/5 DHR Comments: Final Waste Slope
Created By: Tyler Moody, P.E.
Date: 8/31/2016
Tool Version: 8.15.4.11512
File Name: WOLF Ph 4&5 DHR - Section B-B.gsz
Analysis: 11B - Static / Waste Failure / Circular
Description:
Method: Morgenstern-Price
BLE
Name: MSW Unit Weight: 85 Strength Function: MSW Shear Strength
Name: Residual Soils (Modeled as Impenetrable)
Name: Bedrock
Horz Seismic Coef.:
Station
0 100 200 300 400 500 600 700 800 900 1,000
El
e
v
a
t
i
o
n
2,440
2,460
2,480
2,500
2,520
2,540
2,560
2,580
2,600
2,620
2,640
2,660
2,680
2,700
2,720
2,740
2,760
2,780
Materials
MSW
Residual Soils (Modeled as Impenetrable)
Bedrock
2.29
White Oak Landfill - Ph 4/5 DHR Comments: Final Waste Slope
Created By: Tyler Moody, P.E.
Date: 8/31/2016
Tool Version: 8.15.4.11512
File Name: WOLF Ph 4&5 DHR - Section B-B.gsz
Analysis: 11C - Static / Base Interface / Sliding Block
Description:
Method: Morgenstern-Price
BLE
Name: MSW Unit Weight: 85 Strength Function: MSW Shear Strength
Name: Upper Residual Soil Unit Weight: 120 Cohesion': 25 Phi': 27
Name: Base Interface Unit Weight: 115 Cohesion': 0 Phi': 24
Name: Bedrock
Name: Structural FIll Unit Weight: 120 Cohesion': 0 Phi': 32
Name: Lower Residual Soil Unit Weight: 120 Cohesion': 0 Phi': 33
Horz Seismic Coef.:
Station
0 100 200 300 400 500 600 700 800 900 1,000
El
e
v
a
t
i
o
n
2,440
2,460
2,480
2,500
2,520
2,540
2,560
2,580
2,600
2,620
2,640
2,660
2,680
2,700
2,720
2,740
2,760
2,780
Materials
MSW
Upper Residual Soil
Base Interface
Bedrock
Structural FIll
Lower Residual Soil
1.43
White Oak Landfill - Ph 4/5 DHR Comments: Final Waste Slope
Created By: Tyler Moody, P.E.
Date: 9/30/2016
Tool Version: 8.15.4.11512
File Name: WOLF Ph 4&5 DHR - Section B-B.gsz
Analysis: 12A - Seismic / Global Failure / Circular
Description:
Method: Morgenstern-Price
BLE
Name: MSW Unit Weight: 85 Strength Function: MSW Shear Strength
Name: Upper Residual Soil_Seismic Unit Weight: 120 Cohesion': 340 Phi': 15.7
Name: Bedrock
Name: Structural Fill_Seismic Unit Weight: 120 Cohesion': 100 Phi': 15
Name: Lower Residual Soil_Seismic Unit Weight: 120 Cohesion': 200 Phi': 22
Horz Seismic Coef.: 0.14
Station
0 100 200 300 400 500 600 700 800 900 1,000
El
e
v
a
t
i
o
n
2,440
2,460
2,480
2,500
2,520
2,540
2,560
2,580
2,600
2,620
2,640
2,660
2,680
2,700
2,720
2,740
2,760
2,780
Materials
MSW
Upper Residual Soil_Seismic
Bedrock
Structural Fill_Seismic
Lower Residual Soil_Seismic
1.81
White Oak Landfill - Ph 4/5 DHR Comments: Final Waste Slope
Created By: Tyler Moody, P.E.
Date: 8/31/2016
Tool Version: 8.15.4.11512
File Name: WOLF Ph 4&5 DHR - Section B-B.gsz
Analysis: 12B - Seismic / Waste Failure / Circular
Description:
Method: Morgenstern-Price
BLE
Name: MSW Unit Weight: 85 Strength Function: MSW Shear Strength
Name: Residual Soils (Modeled as Impenetrable)
Name: Bedrock
Horz Seismic Coef.: 0.14
Station
0 100 200 300 400 500 600 700 800 900 1,000
El
e
v
a
t
i
o
n
2,440
2,460
2,480
2,500
2,520
2,540
2,560
2,580
2,600
2,620
2,640
2,660
2,680
2,700
2,720
2,740
2,760
2,780
Materials
MSW
Residual Soils (Modeled as Impenetrable)
Bedrock
1.18
White Oak Landfill - Ph 4/5 DHR Comments: Final Waste Slope
Created By: Tyler Moody, P.E.
Date: 9/30/2016
Tool Version: 8.15.4.11512
File Name: WOLF Ph 4&5 DHR - Section B-B.gsz
Analysis: 12C - Seismic/ Base Interface / Sliding Block
Description:
Method: Morgenstern-Price
BLE
Name: MSW Unit Weight: 85 Strength Function: MSW Shear Strength
Name: Upper Residual Soil_Seismic Unit Weight: 120 Cohesion': 340 Phi': 15.7
Name: Base Interface _Seismic Unit Weight: 115 Cohesion': 0 Phi': 19
Name: Bedrock
Name: Structural Fill_Seismic Unit Weight: 120 Cohesion': 100 Phi': 15
Name: Lower Residual Soil_Seismic Unit Weight: 120 Cohesion': 200 Phi': 22
Horz Seismic Coef.: 0.14
Station
0 100 200 300 400 500 600 700 800 900 1,000
El
e
v
a
t
i
o
n
2,440
2,460
2,480
2,500
2,520
2,540
2,560
2,580
2,600
2,620
2,640
2,660
2,680
2,700
2,720
2,740
2,760
2,780
Materials
MSW
Upper Residual Soil_Seismic
Base Interface _Seismic
Bedrock
Structural Fill_Seismic
Lower Residual Soil_Seismic
1
2
3
4
5
6
7
8
9
10
11 12
13
14
1
2
1.506
Description: Berm Stability
Comments:
File Name: WOLF 3.5 to 1 Berm - Static Circular.gsz
Last Saved Date: 8/31/2016
Last Saved Time: 8:53:24 PM
Seismic Coefficient: horz: 0, vert: 0
Name: Berm Unit Weight: 110 Cohesion': 100 Phi': 20
Name: Erosion Layer Unit Weight: 110 Cohesion': 100 Phi': 24
Water
Berm
Erosion Layer
Berm
Distance (feet)
0 10 20 30 40 50 60 70 80 90 100
Di
s
t
a
n
c
e

(
f
e
e
t
)
0
10
20
30
40
50
1
2
3
4
5
6
7
8
9 10
11 12
13
14
1
2
1.264
Description: Berm Stability
Comments:
File Name: WOLF 3.5 to 1 Berm - Seismic Circular.gsz
Last Saved Date: 10/6/2016
Last Saved Time: 11:44:37 AM
Seismic Coefficient: horz: 0.14, vert: 0
Name: Berm Unit Weight: 110 Cohesion': 100 Phi': 20
Name: Erosion Layer Unit Weight: 110 Cohesion': 100 Phi': 24
Berm
Erosion Layer
Berm
Distance (feet)
0 10 20 30 40 50 60 70 80 90 100
Di
s
t
a
n
c
e

(
f
e
e
t
)
0
10
20
30
40
50

MSW SHEAR STRENGTH DEPTH FUNCTION

Normal Stress (psf)
Shear Stress Angle
(º)
Shear Stress
(psf)
0.1 57.63 313
100 42.63 405
200 41.12 488
300 40.24 567
400 39.62 644
500 39.13 720
600 38.74 794
700 38.40 868
800 38.11 941
900 37.86 1013
1000 37.63 1084
2000 36.12 1773
3000 35.24 2433
4000 34.62 3074
5000 34.13 3702
6000 33.74 4320
7000 33.40 4929
8000 33.11 5531
9000 32.86 6126
10000 32.63 6715
11000 32.42 7299
12000 32.23 7879
13000 32.06 8455
14000 31.90 9026
15000 31.75 9594
16000 31.61 10159
17000 31.48 10721
18000 31.35 11279
19000 31.23 11835
20000 31.12 12388
21000 31.02 12939
22000 30.92 13488
23000 30.82 14034
24000 30.73 14578
25000 30.64 15120
26000 30.55 15660
27000 30.47 16199
28000 30.39 16735
29000 30.32 17270
30000 30.24 17803
31000 30.17 18334
32000 30.10 18864
33000 30.04 19392
34000 29.97 19919
35000 29.91 20445
36000 29.85 20969
37000 29.79 21492
38000 29.73 22013
39000 29.67 22533
MSW DEPTH FUNCTIONS FOR SLOPE STABILITY ANALYSIS
SESIMIC SLOPE STABILITY
WHITE OAK LANDFILL - Phase 4/5 DHR
BLE Project No. J15-1957-51
Page 1 of 3
Normal Stress (psf)
Shear Stress Angle
(º)
Shear Stress
(psf)
MSW DEPTH FUNCTIONS FOR SLOPE STABILITY ANALYSIS
SESIMIC SLOPE STABILITY
WHITE OAK LANDFILL - Phase 4/5 DHR
BLE Project No. J15-1957-51
40000 29.62 23052
41000 29.56 23570
42000 29.51 24086
43000 29.46 24602
44000 29.41 25116
45000 29.36 25629
46000 29.31 26142
47000 29.27 26653
48000 29.22 27163
49000 29.18 27672
50000 29.13 28180
51000 29.09 28687
52000 29.05 29194
53000 29.01 29699
54000 28.97 30203
55000 28.93 30707
56000 28.89 31210
57000 28.85 31711
58000 28.81 32213
59000 28.77 32713
60000 28.74 33212
61000 28.70 33711
62000 28.67 34209
63000 28.63 34706
64000 28.60 35202
65000 28.56 35698
66000 28.53 36193
67000 28.50 36687
68000 28.47 37180
69000 28.43 37673
70000 28.40 38165
71000 28.37 38657
72000 28.34 39147
73000 28.31 39637
74000 28.28 40127
75000 28.25 40616
76000 28.22 41104
77000 28.20 41592
78000 28.17 42079
79000 28.14 42565
80000 28.11 43051
81000 28.09 43536
82000 28.06 44021
83000 28.03 44505
84000 28.01 44988
85000 27.98 45471
86000 27.96 45954
87000 27.93 46435
88000 27.91 46917
Page 2 of 3
Normal Stress (psf)
Shear Stress Angle
(º)
Shear Stress
(psf)
MSW DEPTH FUNCTIONS FOR SLOPE STABILITY ANALYSIS
SESIMIC SLOPE STABILITY
WHITE OAK LANDFILL - Phase 4/5 DHR
BLE Project No. J15-1957-51
89000 27.88 47398
90000 27.86 47878
91000 27.83 48358
92000 27.81 48837
93000 27.79 49316
94000 27.76 49794
Created By:Tyler Moody, P.E. 8/23/16
Checked By:Larry Simonson, P.E. 9/2/16
Reviewed By:Gary Weekley, P.E. 10/6/16
Shear Stress Envelope: τ = c + σn * tan(ϕσ)
where c = cohesion = 313 psf,
σn = normal stress
ϕσ = ϕ0 - Δϕ * log(σn/pa)
and ϕ0 = friction angle measured at normal stress of 1 atm = 36º
Δϕ = change in friction angle over 1 log-cycle change of normal stress = 5º
pa = atmospheric pressure = 2116 psf
Notes: (1) Depth functions for use with Slope/W slope stability analysis.
(2) Shear stress angle/shear strength developed using Bray et al (2009).
Page 3 of 3

VENEER STABILITY ANALYSIS

 CLOSURE CAP SYSTEM
 BASE LINER SYSTEM

LABORATORY TEST RESULTS
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
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
Sh
e
a
r

S
t
r
e
s
s
,

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
To
t
a
l

P
o
r
e

P
r
e
s
s
u
r
e

De
v
i
a
t
o
r

S
t
r
e
s
s

ps
f
0
3000
6000
9000
12000
15000
0%8%16%
1
To
t
a
l

P
o
r
e

P
r
e
s
s
u
r
e

De
v
i
a
t
o
r

S
t
r
e
s
s

ps
f
0
3000
6000
9000
12000
15000
0%8%16%
3
To
t
a
l

P
o
r
e

P
r
e
s
s
u
r
e

De
v
i
a
t
o
r

S
t
r
e
s
s

ps
f
0
3000
6000
9000
12000
15000
0%8%16%
2
To
t
a
l

P
o
r
e

P
r
e
s
s
u
r
e

De
v
i
a
t
o
r

S
t
r
e
s
s

ps
f
0
3000
6000
9000
12000
15000
0%8%16%
4
Sh
e
a
r

S
t
r
e
s
s
,

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
To
t
a
l

P
o
r
e

P
r
e
s
s
u
r
e

De
v
i
a
t
o
r

S
t
r
e
s
s

ps
f
0
2500
5000
7500
10000
12500
0%8%16%
1
To
t
a
l

P
o
r
e

P
r
e
s
s
u
r
e

De
v
i
a
t
o
r

S
t
r
e
s
s

ps
f
0
2500
5000
7500
10000
12500
0%8%16%
3
To
t
a
l

P
o
r
e

P
r
e
s
s
u
r
e

De
v
i
a
t
o
r

S
t
r
e
s
s

ps
f
0
2500
5000
7500
10000
12500
0%8%16%
2
To
t
a
l

P
o
r
e

P
r
e
s
s
u
r
e

De
v
i
a
t
o
r

S
t
r
e
s
s

ps
f
0
2500
5000
7500
10000
12500
0%8%16%
4

HISTORICAL 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
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

SOIL TEST BORINGS AND PIEZOMETER LOGS

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
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