8106_Duke_Rogers_CQAPhaseII_Part 1_ DIN25730_20160613

March 2016
Duke Energy
Rogers Energy Complex
(Cliffside Steam Station)
Cliffside CCP Landfill
Permit No. 8106-INDUS-2009
Phase II Construction Quality Assurance Report
Vol. 1 of 2
Duke Energy Carolinas, LLC
Rogers CCP Landfill
Facility Permit No. 81-06
Water Quality Monitoring Plan
(Updated February 2016)

i
Table of Contents
Section 1 - Introduction ..................................................................................................... 1-1
1.1 Site Description ......................................................................................................................................................... 1-1
1.2 Site Geology and Hydrogeology .......................................................................................................................... 1-1
1.2.1 Site Geology ................................................................................................................................................... 1-1
1.2.2 Site Hydrogeology ....................................................................................................................................... 1-2
Section 2 – Groundwater Monitoring System .................................................................... 2-1
2.1 Monitoring Well Network ..................................................................................................................................... 2-1
2.2 Monitoring Well Construction ............................................................................................................................. 2-1
2.3 Monitoring Well Development ............................................................................................................................ 2-2
2.4 Maintenance and Recordkeeping ...................................................................................................................... 2-2
2.5 Monitoring Well Decommissioning .................................................................................................................. 2-3
Section 3 – Groundwater Monitoring Program .................................................................. 3-1
3.1 Sampling Frequency ................................................................................................................................................ 3-1
3.2 Establishment of Background ............................................................................................................................. 3-1
3.3 Evaluation of Monitoring Data ............................................................................................................................ 3-1
Section 4 – Groundwater Sampling Methodology .............................................................. 4-1
4.1 Sampling Collection ................................................................................................................................................. 4-1
4.1.1 Sampling Frequency .................................................................................................................................. 4-1
4.1.2 Static Water Elevations ............................................................................................................................ 4-1
4.1.3 Well Purging Methods ............................................................................................................................... 4-1
4.1.3.1 Low-Flow Procedures ................................................................................................................. 4-1
4.1.3.2 Standard Evacuation Procedures ........................................................................................... 4-3
4.1.4 Collection ........................................................................................................................................................ 4-4
4.1.5 Decontamination ......................................................................................................................................... 4-4
4.2 Sample Preservation and Handling ................................................................................................................... 4-4
4.3 Chain-of-Custody Program ................................................................................................................................... 4-5
4.3.1 Sample Labels ............................................................................................................................................... 4-5
4.3.2 Sample Seals .................................................................................................................................................. 4-5
4.3.3 Field Logbook ............................................................................................................................................... 4-5
4.3.4 Chain-of-Custody Records ....................................................................................................................... 4-6
4.4 Analytical Procedures ............................................................................................................................................. 4-6
4.5 Quality Assurance and Quality Control Programs ...................................................................................... 4-8
Section 5 – Surface Water Monitoring ............................................................................... 5-1
Section 6 – Leachate Monitoring ....................................................................................... 6-1
Section 7 – References ....................................................................................................... 7-1

Table of Contents · Rogers CCP Landfill - Water Quality Monitoring Plan
ii
List of Tables

Table 1 – Summary of Well Construction Information
Table 2 – Summary of Constituents, Analytical Methods, and Reporting Limits

List of Figures

Figure 1 – Water Quality Monitoring Plan – Surface Water Monitoring Locations

List of Sheets

Sheet 1 – Water Quality Monitoring Plan – Monitoring Locations

Appendices
Appendix A Boring Logs and Well Construction Forms
Appendix B Analytical Requirements
Appendix C Groundwater Purging and Sampling Guidelines

1-1
Section 1
Introduction
This Water Quality Monitoring Plan (WQMP) will serve as a guidance document for collecting and
analyzing groundwater and surface water samples, evaluating the associated analytical results,
and monitoring for any potential releases to the uppermost aquifer from the Duke Energy
Carolinas, LLC (DEC) Rogers Coal Combustion Products (CCP) Landfill (formerly Cliffside) in
Rutherford County, North Carolina (NC). This WQMP complies with North Carolina Department
of Environmental Quality (NCDEQ) Solid Waste (SW) Rules Subchapter 13B, .0504(1)(g)(iv) as
part of the Site Application for the facility. This Plan also addresses the requirements for surface
water monitoring specified in Rule .0602. The pertinent geologic and hydrogeologic
characteristics of the site, as described in the Design Hydrogeologic Report for the Rogers CCP
Landfill, prepared by CDM Smith, are summarized below.
1.1 Site Description
DEC owns and operates the Rogers Energy Complex (formerly Cliffside Steam Station) in
Rutherford County, North Carolina. The CCP Landfill will serve as a disposal site for CCP. The CCP
Landfill is located south of the power generation facility. The site consists of an upland area with
natural drainage features that ultimately discharge into Suck Creek and the Broad River. The
long-term CCP Landfill facility at the Rogers Energy Complex will have a footprint of
approximately 90 acres and will be developed in five phases. This WQMP is for the Phase 2
expansion, encompassing approximately 16 acres.
1.2 Site Geology and Hydrogeology
1.2.1 Site Geology
The proposed Phase 2 expansion site is located within the Inner Piedmont Belt of the Piedmont
Physiographic Province, near Cliffside, North Carolina. The Piedmont Physiographic Province in
North Carolina is characterized by gentle to steep, hilly terrain with small quantities of alluvium.
Bedrock outcroppings generally occur by regolith, which consists of residuum and saprolite. The
Inner Piedmont is bounded on the northwest by the Brevard Fault zone and on the southeast by
the Kings Mountain Belt and faults and shear zones that define the central Piedmont structure.
Detailed mapping and information regarding stratigraphy is somewhat lacking in many areas of
the Inner Piedmont in North Carolina. Generally, the Inner Piedmont Belt is characterized by
medium to high grade metamorphic rocks ranging from marble to schist to gneiss intruded by
varying age plutons. The “parent” rocks of the existing rocks consisted mostly of greywacke
sandstones and siltstones, and mafic lavas (Davis, 1993).
Rock units depicted on the Charlotte 1°x 2° Geologic Map (Gair, 1989) in the vicinity of the
investigation area include biotite gneiss, sillimanite-mica schist, and granite of the Sandy Mush
pluton to the north and west. The biotite gneiss is described as gray to dark gray, thin to thick
layered biotite-quartz-feldspar gneiss, partly garnetiferous, locally inequalgranular and
porphyroblastic. The gneiss may be interlayered with calc-silicate rock, sillimanite-mica schist,
Section 1  Introduction
1-2
mica schist, or amphibolite and locally contains small masses of granite. The unit grades into, and
is interlayered with, white-mica schist and sillimanite-mica schist. The sillimanite schist is
described as thin to thick bedded schist to gneiss with varying amounts of garnet, and locally
pyritic. The schist may contain layers or lenses of biotite gneiss, quartz schist, micaceous
quartzite, or calc-silicate rock. The unit is heterogeneous in texture and mineral proportions. It is
equivalent to white-mica schist, but at a higher metamorphic grade (Goldsmith, 1988).
Based on observations and data collection during this and the previous subsurface explorations at
the site, the site geology appears to be consistent with the regional mapping described on the
Charlotte 1°x 2° quadrangle. Rock cores from the current investigation and hand specimens
collected from exposures during the Site Selection investigation were all described as biotite
gneiss with localized granite masses. All exposed bedrock was encountered in the adjacent parcel
to the south of the landfill that is not being used, at this time, for landfill development.
Natural processes have weathered the bedrock by chemical alteration of the rock minerals to
form saprolite that extends to varying depths below the ground surface. The texture and depth of
saprolite development varies with the degree of weathering, which in turn, is related to the
mineralogic composition and structure of the native material.
1.2.2 Site Hydrogeology
The transition zone below the saprolite is generally the zone in which most of the lateral
groundwater flow takes place (Daniel, 1987). This zone has the permeability of the crystalline
material enhanced by shrink/swell cracking caused by hydration of mineral grains. Weathering of
grains in the transition zone occurs much less than in the saprolite, where formation of clay
minerals by weathering often inhibits groundwater flow. The porosity in the transition zone
decreases with depth, as the degree of weathering decreases.
Groundwater flow in the transition zone generally mirrors surface topography, although the relief
of the water table is usually less than that of the topography. The water table is generally close to
the ground surface in valley bottoms, and at the greatest depths beneath ridge tops. Water table
divides often coincide with topographic divides.
The depth of the water table in the Piedmont tends to vary seasonally in response to precipitation
and the growing season. From mid-April through October, vegetation intercepts much of the
infiltrating water before it reaches the water table, and evaporation rates are increased.
Generally, the water table will rise and fall with the seasons (highest in winter and spring and
lowest in summer and fall).
The occurrence and movement of groundwater in the bedrock is generally restricted to fractures
and other discontinuities as these crystalline materials have little primary porosity, a condition
referred to as secondary permeability. The fractures are generally most numerous and have the
largest openings near the top of the unweathered bedrock (Daniel, 1987). The amount and
location of groundwater in the unweathered bedrock may vary greatly dependent on the depth,
openness, and degree of fracture interconnectivity.
Diabase intrusions have sometimes been associated with groundwater occurrence and movement
in the North Carolina Piedmont. This may be attributed to the presence of a relatively large
Section 1  Introduction
1-3
number of fractures present in these rocks which are typically hard and brittle. They are also
often emplaced along zones of inherent structural weakness. There are diabase dikes shown near
the site on the Charlotte 1°x 2° map, but there is no evidence of their presence on the site. Site
topography and major drainage features appear to be the dominant influential factors in
groundwater movement.
Across the site, the saturated zone lies primarily within the saprolite and PWR hydrogeologic
units, with the exception of the topographic high upgradient areas where the saturated zone
occurs within the fractured bedrock. Within the overburden materials, the zone of highest
conductance is believed to lie immediately above the bedrock surface, due to the presence of
lesser amounts of clay minerals in this interval than at the ground surface.
Downward hydraulic gradients between the PWR and bedrock in some of the piezometers
indicate that water within the saturated zone of the overburden moves laterally or downward in
the higher areas; indicating an area of recharge. The downward gradient values decrease from the
upgradient locations toward Suck Creek, and the historic upward gradient found near the bottom
of the main drainage feature indicates that groundwater is discharging from the fractured
bedrock to the PWR and saprolite, and eventually to the surface water.
Groundwater flow with the fractured bedrock is complex and is dependent upon fracture size,
orientation, degree of infilling, and connection with other fractures. Localized weathered zones
will also affect bedrock fracture flow. Because bedrock fracture flow systems as a whole cannot
be characterized by direct observation, indirect methods must be used. Data concerning
groundwater flow in the fractured bedrock were obtained through drilling observations, rock
core samples, water level measurements, and single-well aquifer slug tests.
No groundwater discharge locations were identified in or around the Phase 2 expansion area.
During the Site Hydrogeologic Investigation, several groundwater discharge points were
identified on the adjacent land parcel to the south of the current landfill area. Those discharge
features included Suck Creek, a small farm pond, and a small spring. Based on the direction of
groundwater flow observed during the Phase 2 expansion and previous investigations, Suck
Creek acts as the major groundwater discharge feature for the site; however, flow in the northern
and western portions of the Phase 2 expansion area appears to be toward the Broad River.

2-1
Section 2
Groundwater Monitoring System
The following section presents the monitoring well network for the Rogers CCP Landfill along
with specifications associated with installing, developing, maintaining, and decommissioning
facility monitoring wells.
2.1 Monitoring Well Network
The monitoring network as shown on Sheet 1 is designed to monitor the uppermost aquifer
underlying the facility, and to monitor for potential releases from the CCP Landfill. The network
for Phase 2 consists of 4 wells CCPMW-4, CCPMW-5, CCPMW-6s, and CCPMW-6d. Due to
insufficient water in the saprolite and PWR, wells CCPMW-4 and CCPMW-5 are screened in
shallow fractured bedrock. CCPMW-6s is screened in the PWR and CCPMW-6d is installed in the
shallow fractured bedrock. . Nested pairs of wells were only installed when sufficient water was
present in the saprolite or PWR.
Monitoring wells CCPMW-1s and CCPMW-1d serve as the background compliance wells for the
site and are located upgradient of the CCP Landfill. In addition to the background wells,
permanent monitoring wells CCPMW-2s/-2 and CCPMW-3s/-3d and temporary monitoring wells
CCPTW-1s/-1d and CCPTW-2 were installed during Phase 1. The Phase 1 wells are completed in
the saprolite or PWR with deeper wells in the shallow fractured bedrock in order to fully monitor
the aquifer system beneath the site. Nested pairs of wells were only installed when sufficient
water was present in the saprolite or PWR.
Additional downgradient wells will be added to the monitoring network as future phases are
constructed. Well construction details are presented on Table 1.
Well locations were selected to yield groundwater samples representative of the conditions in the
uppermost aquifer underlying the facility, and to monitor for potential releases from the CCP
Landfill. Well placement, well construction methods, well development, well maintenance, and
well decommissioning procedures are discussed in the following sections. Groundwater
monitoring wells shall be sampled during the active life of the CCP Landfill as well as the post-
closure period, in accordance with NCDENR SW Rule .0601.
2.2 Monitoring Well Construction
As discussed in the previous section, the well completion details for the existing groundwater
monitoring wells are included in Table 1. Completed boring and well construction logs for the
monitoring wells installed for Phase 2 are presented in Appendix A. All wells installed for the
Phase 2 expansion were constructed of 2-inch Schedule 40 PVC riser and screen. Pre-packed well
screens were used in each of the Phase 2 wells.
Drilling and installation of any new monitoring wells at the facility will be performed in
accordance with the specifications outlined in 15A NCAC Subchapter 2C, Section .0100. Further
Section 2  Groundwater Monitoring System
2-2
guidance is provided in the Draft North Carolina Water Quality Monitoring Guidance Document
for Solid Waste Facilities; Solid Waste Section (SWS), Division of Solid Waste Management;
Department of Environment, Health and Natural Resources (March 1995). A geologist will
oversee drilling activities and prepare boring and well construction logs for each newly installed
well. New wells will be located by a licensed surveyor to within +0.1 foot on the horizontal plane
and +0.01 foot vertically in reference to existing survey points. A boring log, well construction
log, groundwater monitoring network map, well installation certification, and survey data will be
submitted to the SWS upon completion.
2.3 Monitoring Well Development
Existing and future wells were/will be developed to remove particulates present in the well due
to construction activities, and to interconnect the well with the aquifer. Development of new
monitoring wells will be performed no sooner than 24 hours after well construction. Wells may
be developed with disposable bailers, a well development pump, or other approved method. A
surge block may be used as a means of assessing the integrity of the well screen and riser. In the
event a pump is employed, the design of the pump will be such that any groundwater that has
come into contact with air is not allowed to drain back into the well. In general, each well will be
developed until sediment-free water with stabilized field parameters (i.e., temperature, pH, and
specific conductance) is obtained.
Well development equipment (e.g., bailers, pumps, surge blocks) and any additional equipment
that contacts subsurface formations will be decontaminated prior to on-site use, between
consecutive on-site uses, and/or between consecutive well installations.
The purge water will be disposed of on the ground surface at least 10 feet downgradient of the
monitoring well being purged, unless field characteristics suggest the water will need to be
disposed of by other methods. If field characteristics suggest, the purge water will be
containerized and disposed of by other approved means.
Samples withdrawn from the facility’s monitoring wells should be clay- and silt-free; therefore,
existing wells may require future re-development based upon observed turbidity levels during
sampling activities. If re-development of a monitoring well is required, it will be performed in a
manner similar to that used for a new well.
2.4 Maintenance and Recordkeeping
Monitoring wells will be used and maintained in accordance with design specifications
throughout the life of the monitoring program. Routine well maintenance will include inspection
and correction/repair of, as necessary, identification labels, concrete aprons, locking caps and
locks, and access to the wells. Should it be determined that background or compliance
monitoring wells no longer provide samples representative of the quality of groundwater passing
the relevant point of compliance, the SWS will be notified. The owner or owner’s representative
will re-evaluate the monitoring network, and provide recommendations to the SWS for
modifying, rehabilitating, decommissioning, or installing replacement or additional monitoring
wells, as appropriate.
Section 2  Groundwater Monitoring System
2-3
Laboratory analytical results will be submitted to the SWS semi-annually. Analytical data,
calculations, and other relevant groundwater monitoring records will be kept throughout the
active life of the facility and the post-closure care period, including notices and reports of any
North Carolina (2L) Groundwater Protection Standard exceedances, resampling notifications, and
resampling results.
2.5 Monitoring Well Decommissioning
Piezometers installed within Phase 2 of the CCP Landfill footprint were properly abandoned in
accordance with the procedures for permanent decommissioning, as described in 15A NCAC 2C
Rule .0113(b). Piezometers and monitoring wells will be progressively abandoned as necessary
to complete future CCP Landfill expansions. As with the previous abandonment activities,
piezometers and monitoring wells that are located within the future CCP Landfill footprint will be
overdrilled to remove well construction materials, and grouted with a cement-bentonite grout.
Piezometers and wells that will potentially interfere with clearing and construction activities
outside of any planned CCP Landfill footprint will be grouted in place, without overdrilling, with a
cement-bentonite grout and removing surface features, such as concrete aprons, protective
casings, and stick-ups. In each case, the bentonite content of the cement-bentonite grout shall be
approximately 5%. A tremie pipe will be used to ensure that grout is continuously placed from
the bottom of the borehole/monitoring well upward.
If a monitoring well becomes unusable during the monitoring period of the CCP Landfill, the well
will be abandoned in accordance with the procedures described above. Approval from the SWS
will be obtained prior to abandoning any monitoring well.
Monitoring wells will be abandoned in accordance with 15A NCAC 02C .0113 (d). For each
monitoring well abandoned, the following information will be provided to the SWS in a report
sealed by a licensed geologist: the monitoring well name, a description of the procedure by which
the monitoring well was abandoned, the date when the monitoring well was considered to be
taken out of service, and the date when the monitoring well was abandoned.

3-1
Section 3
Groundwater Monitoring Program
Groundwater samples will be obtained and analyzed semi-annually for a specialized list of
constituents typical of CCP landfills during the life of the facility and the post-closure care period.
Refer to Table 2 for a list of the constituents, analytical methods, and reporting limits. Reports
will be submitted to the SWS with analytical data submitted in the required format, and be
accompanied by the required Environmental Monitoring Form. A copy of the Environmental
Monitoring Form is included in Appendix B for reference.
3.1 Sampling Frequency
Groundwater samples will be collected semi-annually and analyzed for the constituents listed on
Table 2. In addition, required field parameters, including but not limited to, pH, conductivity,
temperature, and turbidity will be measured. Any exceedances of the NC 2L Groundwater or SWS
Groundwater Protection Standards (GPS) will be identified in the semi-annual submittals to the
SWS.
3.2 Establishment of Background
During each phase of facility development, a minimum of one independent pre-waste placement
groundwater sample will be collected from each newly installed monitoring well or as specified in
the Solid Waste Permit to Construct. Pre-disposal samples collected from wells will be analyzed
for the constituents listed on Table 2. The intent of pre-disposal sampling is to collect pre-waste
data to more accurately compare to post-waste analytical results. The data will be submitted to
the SWS prior to the first compliance groundwater sampling event for each new phase.
3.3 Evaluation of Monitoring Data
The reported constituent concentrations from downgradient compliance wells will be compared
to background values, NC 2L Groundwater Standards, SWS GPS, and SWS Limits (SWSLs) from the
October 27, 2006, memorandum (NCDENR, 2006) and February 23, 2007, addendum (NCDENR,
2007), using a value-to-value comparison. Any exceedances of the NC 2L Groundwater Standards,
GPS, or SWSLs will be identified in the semi-annual submittals to the SWS.

4-1
Section 4
Groundwater Sampling Methodology
Groundwater samples will be collected in accordance with Solid Waste Management Rules 15A
NCAC 13B .1632 and guidance provided in the “Solid Waste Section Guidelines for Groundwater,
Soil, and Surface Water Sampling” (Appendix C). Procedures for well purging, sample
withdrawal, decontamination methods, and chain-of-custody procedures are outlined below.
Field parameter measurements will be submitted electronically to the SWS in a format consistent
with that required in the October 27, 2006, memorandum and February 23, 2007, addendum
(Appendix B).
4.1 Sample Collection
The procedures for collecting groundwater samples are presented below. If non-dedicated
sampling equipment is utilized, the background wells (i.e., CCPMW-1s/-1d) will be sampled first,
followed by the downgradient compliance wells. The downgradient wells will be sampled so that
the most contaminated well, if one is identified from the previous sampling event, will be sampled
last.
4.1.1 Sampling Frequency
The above-mentioned samples will be collected on a semi-annual basis throughout the life of the
facility and post-closure care period.
4.1.2 Static Water Elevations
The static groundwater level will be measured with an electronic water level indicator, to the
nearest 0.01 foot, in each well prior to sampling. Static groundwater elevations will be calculated
from groundwater depth measurements and top of casing elevations. A reference point will be
marked on the top of casing of each well to ensure the same measuring point is used each time
static groundwater levels are measured.
If a monitoring well contains a dedicated pump, the depth to water shall be measured without
removing the pump. Depth-to-bottom measurements should be taken from the well construction
data and updated when pumps are removed for maintenance.
4.1.3 Well Purging Methods
The preferred well evacuation and sampling procedure for the site is a standard evacuation
procedure. Low-flow purge (micropurge) and sample methodology and procedures are also
outlined below based on the “Solid Waste Section Guidelines for Groundwater, Soil, and Surface
Water Sampling” (Appendix C), as an alternate.
4.1.3.1 Low-Flow Procedures
Monitoring wells may be purged and sampled using the low-flow sampling method in accordance
with the “Solid Waste Section Guidelines for Groundwater, Soil, and Surface Water Sampling”
Section 4 · Groundwater Sampling Methodology
4-2
(NCDENR, 2008). A summary of these procedures is presented below, and a copy of the
procedures is presented in Appendix C.
Depth-to-water measurements will be obtained using an electronic water level indicator capable
of recording the depth to an accuracy of 0.01 foot. A determination of whether or not the water
table is located within the screened interval of the well will be made. If the water table is not
within the screened interval, the amount of drawdown that can be achieved before the screen is
intersected will be calculated. If the water table is within the screened interval, total drawdown
should not exceed 1 foot so as to minimize the amount of aeration and turbidity. If the water table
is above the top of the screened interval, the amount of drawdown should be minimized to keep
the screen from being exposed.
If the purging equipment is non-dedicated, the equipment will be lowered into the well, taking
care to minimize the disturbance to the water column. If conditions (i.e., water column height and
well yield) allow, the pump will be placed in the uppermost portion of the water column (i.e.,
minimum of 18 inches of pump submergence is recommended).
The minimum volume/time period for obtaining independent Water Quality Parameter
Measurements (WQPM) will be determined. The minimum volume/time period is determined
based on the stabilized flow rate and the amount of volume in the pump and the discharge tubing
(alternatively, the volume of the flow cell can be used, provided it is greater than the volume of
the pump and discharge tubing). Volume of the bladder pump should be obtained from the
manufacturer. Volume of the discharge tubing is as follows:
3/8-inch inside diameter tubing 20 milliliters per foot
1/4-inch inside diameter tubing 10 milliliters per foot
3/16-inch inside diameter tubing 5 milliliters per foot
Once the volume of the flow-cell or the pump and the discharge tubing has been calculated, the
well purge will begin. The flow rate should be based on historical data for that well (if available)
and should not exceed 500 milliliters per minute. The initial round of WQPM should be recorded
and the flow rate adjusted until drawdown in the well stabilizes. Water levels should be
measured periodically to maintain a stabilized water level. The water level should not fall within
1 foot of the top of the well screen. If the purge rate has been reduced to 100 milliliters or less and
the head level in the well continues to decline, the required water samples should be collected
following stabilization of the WQPM, based on the criteria presented below.
If neither the head level nor the WQPM stabilize, a passive sample should be collected. Passive
sampling is defined as sampling before WQMP have stabilized if the well yield is low enough that
the well will purge dry at the lowest possible purge rate (generally 100 milliliters per minute or
less).
WQPM stabilization is defined as follows: pH (+/- 0.2 S.U.), conductance (+/- 5% of reading),
temperature (+/- 0.2°C), and dissolved oxygen [+/- 20% of reading or 0.2 mg/L (whichever is
greater)]. Oxidation reduction potential will be measured and ideally should also fall within +/-
10 mV of reading; however, this is not a required parameter. At a minimum, turbidity
measurements should also be recorded at the beginning of purging, following the stabilization of
Section 4 · Groundwater Sampling Methodology
4-3
the WQPM, and following the collection of the samples. The optimal turbidity range for micro-
purging is 20 Nephelometric Turbidity Units (NTU) or less. Turbidity measurements above 20
NTU are generally indicative of an excessive purge rate or natural conditions related to excessive
fines in the aquifer matrix.
Stabilization of the WQPM should occur in most wells within five to six rounds of measurements.
If stabilization does not occur following the removal of a purge volume equal to three well
volumes, a passive sample will be collected. The direct-reading equipment used at each well will
be calibrated in the field according to the manufacturer’s specifications prior to each day’s use
and checked at a minimum at the end of each sampling day. Calibration information should be
documented in the instrument’s calibration logbook and the field book.
Each well is to be sampled immediately following stabilization of the WQPM. The sampling flow
rate must be maintained at a rate that is less than or equal to the purging rate. For volatile organic
compounds, lower sampling rates (100 - 200 milliliters/minute) should be used. Final field
parameter readings should be recorded prior to and after sampling.
4.1.3.2 Standard Evacuation Procedures
Monitoring wells may be evacuated with a submersible pump or a disposable bailer. If the pump
is used for multiple wells, it and any other non-dedicated equipment will be decontaminated
before use and between use at each well.
A low-yield well (i.e., one that yields less than 0.5 gallon per minute) will be purged so that water
is removed from the bottom of the screened interval. Low-yield wells will be evacuated to
dryness once. However, at no time will a well be evacuated to dryness if the recharge rate causes
the formation water to vigorously cascade down the sides of the screen and cause an accelerated
loss of volatiles. Upon recharging of the well and no longer than 24 hours from completing the
purge, the first sample will be field-tested for pH, temperature, specific conductivity, and
turbidity. Samples will then be collected and containerized in the order of the volatilization
sensitivity of the target constituents.
A high-yield well (i.e., one that yields 0.5 gallon per minute or more) will be purged so that water
is drawn down from above the screen in the uppermost part of the water column to ensure that
fresh water from the formation will move upward in the screen. If a pump is used for purging, a
high-yield well should be purged at less than 4 gallons per minute to prevent further well
development.
A minimum of three casing volumes will be evacuated from each well prior to sampling. An
alternative purge will be considered complete if the monitoring well goes dry before removing
the calculated minimum purge volume. The well casing volume for a 2 inch well will be calculated
using the following formula:
Vc (gallons) = 0.163 x hw
where:
Vc = volume in the well casing = (dc2/4) x 3.14 x hw x 7.48 gallons/cubic foot
Section 4 · Groundwater Sampling Methodology
4-4
dc = casing diameter in feet (dc = 0.167)
hw = height of the water column (i.e., well depth minus depth to water)
The purge water will be disposed of on the ground surface at least 10 feet downgradient of the
monitoring well being purged, unless field characteristics suggest the water will need to be
disposed of otherwise.
The monitoring wells will be sampled using disposable bailers within 24 hours of completing the
purge. The bailers will be equipped with a check valve and bottom-emptying device. The bailer
will be lowered gently into the well to minimize the possibility of degassing the water.
Field measurements of temperature, pH, specific conductance, and turbidity will be made before
and after sample collection as a check on the stability of the groundwater sampled over time.
Precautions to minimize turbidity will be taken. The direct-reading equipment used at each well
will be calibrated in the field according to the manufacturer’s specifications prior to each day’s
use. Calibration information will be documented in the instrument’s calibration logbook and/or
the field book.
4.1.4 Collection
Samples will be collected and containerized in the order described below.
Total Metals,
General Chemistry Parameters (chloride, sulfate, nitrate, fluoride, total dissolved solids),
Samples will be transferred directly from field sampling equipment into pre-preserved,
laboratory-supplied containers.
4.1.5 Decontamination
Non-dedicated field equipment that is used for purging or sample collection shall be cleaned with
a phosphate-free detergent, and triple-rinsed with distilled water. Any disposable tubing used
with nondedicated pumps should be discarded after use at each well. Clean, chemical-resistant
nitrile gloves will be worn by sampling personnel during well evacuation and sample collection.
Measures will be taken to prevent surface soils, which could introduce contaminants into the well
being sampled, from coming in contact with the purging and sampling equipment.
4.2 Sample Preservation and Handling
Upon containerizing groundwater samples, the samples will be packed into pre-chilled, ice-filled
coolers and either hand-delivered or shipped overnight by a courier or commercial carrier to a
NC certified laboratory for analysis. Sample preservation methods will be used to retard
biological action and hydrolysis, as well as to reduce sorption effects. These methods will include
chemical preservation, cooling/refrigeration at 4°C, and protection from light.
Section 4 · Groundwater Sampling Methodology
4-5
4.3 Chain-of-Custody Program
The chain-of-custody program will allow for tracking sample possession and handling from the
time of field collection through laboratory analysis. The chain-of-custody program includes
sample labels, sample seals, field logbook, and chain-of-custody records.
4.3.1 Sample Labels
Legible labels sufficiently durable to remain legible when wet will contain the following
information:
Site and sample identification number,
Monitoring well number or other location,
Date and time of collection,
Name of collector,
Parameters to be analyzed, and
Preservative, if applicable.
4.3.2 Sample Seals
The shipping containers will be sealed to ensure that the samples have not been disturbed during
transport to the laboratory. The tape shall be labeled with instructions to notify the shipper if the
seal is broken prior to receipt at the laboratory.
4.3.3 Field Logbook
The field logbook will contain sheets documenting the following information:
Identification of the well,
Well depth,
Field meter calibration information,
Static water level depth and measurement technique,
Purge volume (given in gallons),
Time well was purged,
Date and time of collection,
Well sampling sequence,
Types of sample containers used and sample identification numbers,
Preservative used,
Section 4 · Groundwater Sampling Methodology
4-6
Field analysis data and methods,
Field observations on sampling event,
Name of collector(s), and
Climatic conditions including air temperatures and precipitation.
4.3.4 Chain-of-Custody Records
The chain-of-custody record is required for tracking sample possession from time of collection to
time of receipt at the laboratory. A chain-of-custody record will accompany each individual
shipment. The record will contain the following information:
Sample destination and transporter,
Sample identification numbers,
Signature of collector,
Date and time of collection,
Sample type,
Identification of well,
Number of sample containers in shipping container,
Parameters requested for analysis,
Signature of person(s) involved in the chain of possession,
Inclusive dates of possession, and
Internal temperature of shipping container upon opening in laboratory (noted by the
laboratory).
A copy of the completed chain-of-custody form will accompany the shipment and will be returned
to the shipper after the shipping container reaches its destination. The chain-of-custody records
will also be used as the analysis request sheet.
4.4 Analytical Procedures
A laboratory certified by the NCDEQ will be utilized for analysis of the groundwater and surface
water samples. Analyses will be performed in accordance with USEPA SW 846 methods in
accordance with the USEPA guidance document (USEPA, 1997). For available constituents,
method numbers and reporting limits to be used will be those listed in the October 27, 2006, SWS
memorandum and February 23, 2007, addendum. These memoranda, titled New Guidelines for
Electronic Submittal of Environmental Monitoring Data and Addendum to October 27, 2006,
North Carolina Solid Waste Section Memorandum Regarding New Guidelines for Electronic
Submittal of Environmental Monitoring Data are included in Appendix B of this WQMP. The
Section 4 · Groundwater Sampling Methodology
4-7
monitoring parameters are listed in Table 2, along with the proposed analytical methods and
reporting limits. Alternate SW 846 methods may be used if they have the same or lower reporting
limit. The laboratory must report any detection of any constituent even if it is detected below the
solid waste reporting limit (as revised in the October 27, 2006, memorandum and February 23,
2007, addendum).
The laboratory certificates-of-analyses shall, at a minimum, include:
Narrative: Must include a brief description of the sample group (number and type of
samples, field and associated lab sample identification numbers, preparation and analytical
methods used). The data reviewer shall also include a statement that all holding times and
Quality Control (QC) criteria were met, samples were received intact and properly
preserved, with a brief discussion of any deviations potentially affecting data usability.
This includes, but is not limited to, test method deviation(s), holding time violations, out-of-
control incidents occurring during the processing of QC or field samples and corrective
actions taken, and repeated analyses and reasons for the reanalyses (including, for
example, contamination, failing surrogate recoveries, matrix effects, or dilutions). The
narrative shall be signed by the laboratory director or authorized laboratory
representative, signifying that all statements are true to the best of the reviewer’s
knowledge, and that the data meet the data quality objectives as described in this plan
(except as noted). One narrative is required for each sample group.
Original Chain-of- Custody Form.
Target Analyte List (TAL)/Target Compound List (TCL): The laboratory shall list all
compounds for which the samples were analyzed. The TAL/TCL is typically included as
part of the analytical reporting forms.
Dilution factors with a narrative of the sample results, including the reasons for the dilution
(if any).
Blank Data: For organic analyses, the laboratory shall report the results of any method
blanks, reagent blanks, trip blanks, field blanks, and any other blanks associated with the
sample group. For inorganic analyses, the laboratory shall provide the results of any
preparation or initial calibration blanks associated with the sample group.
QC Summary: The laboratory will provide summary forms detailing laboratory QC sample
results, which include individual recoveries and relative percent differences (if
appropriate) for the following Quality Assurance (QA)/QC criteria: surrogates, MS analyses,
MSD analyses, LCS, and sample duplicate analyses. QC control limits shall also be reported;
if any QC limits are exceeded, a flag or footnote shall be placed to indicate the affected
samples.
Additional QA data and/or other pertinent data may be reported as requested by the owner or
owner’s representative.
Section 4 · Groundwater Sampling Methodology
4-8
4.5 Quality Assurance and Quality Control Program
A field blank may be collected and analyzed during each monitoring event to verify that the
sample collection and handling process has not affected the quality of the samples. The field blank
will be prepared in the field and exposed to the sampling environment. As with all other samples,
the time of the blank exposure will be recorded so that the sampling sequence is documented.
The field blank will be analyzed for the same list of constituents as the groundwater samples.
The assessment of blank analysis results will be in general accordance with USEPA guidance
documents (USEPA, 1993 and 1994). No positive sample results will be relied upon unless the
concentration of the compound in the sample exceeds 10 times the amount in any blank for
common laboratory contaminants, or five times the amount for other compounds. If necessary,
resampling will be performed as necessary to confirm or refute suspect data; such resampling
will occur within the individual compliance monitoring period.
Concentrations of any contaminants found in the blanks will be used to qualify the groundwater
data. Any compound detected in the sample, which was also detected in any associated blank, will
be qualified “B” when the sample concentration is less than five times the blank concentration.
For common laboratory contaminants, the results will be qualified “B” when the reported sample
concentration is less than 10 times the blank concentration. The “B” qualifier designates that the
reported detection is considered to represent cross-contamination and that the reported
constituent is not considered to be present in the sample at the reported concentration.

5-1
Section 5
Surface Water Monitoring
In accordance with Rule .0602 of the NCSWMR, surface water monitoring locations have been
established to monitor surface water quality at the proposed Rogers CCP landfill. One upstream
monitoring point (SW-1) and two downgradient monitoring points (SW-2 and SW-3) are
proposed for this facility, as shown on Sheet 1. The background surface water sample location at
SW-1 is located in Suck Creek at the Kirby Road bridge. Downgradient location SW-2 is collected
from Suck Creek, south of Phase 1 of the landfill. Downgradient sample location SW-3 is west of
the Phase 2 expansion in the un-named drainage feature that discharges to the un-named
intermittent stream that eventually discharges into the Broad River.
Samples will only be collected at each location if flowing water is observed during the sampling
event. The surface water monitoring points will be sampled semi-annually for analysis of the list
of constituents on Table 2 and the field parameters pH, specific conductivity, and temperature.
The results of the analysis of the surface water data will be submitted to the SWS at least semi-
annually in conjunction with the groundwater data. Data will be compared to applicable North
Carolina surface water standards, and those comparisons will be included with each submittal.
Surface water samples will adhere to the same protocols for collection, preservation, custody,
documentation and analysis as applied to groundwater in the preceding Section 4.

6-1
Section 6
Leachate Monitoring
Leachate will be monitored at the facility on a semi-annual basis. A composite leachate sample
(CCPLeachate) will be collected from the discharge pipe to the facility’s leachate basin located on
the southern side of the Phase 1 landfill area. From the leachate basin, leachate is pumped to a
process manhole at the plant, where it is then directed to a permitted pond located on the plant
side of Duke Power Road, north of the Rogers CCP Landfill.
The sample collected from the leachate basin shall be collected from the discharge pipe outlet.
The discharge piping pumps leachate from each of the landfill Phase sumps; therefore, the sample
collected from this point will be a composite leachate sample. The leachate sample will be labeled
CCPLeachate.
The leachate sample will be analyzed for the list of constituents on Table 2 and the field
parameters pH, specific conductivity, and temperature. The results of the analysis of the leachate
data will be submitted to the SWS at least semi-annually in conjunction with the groundwater
data, but will not be compared to the water quality standards that groundwater samples are.
Leachate samples will adhere to the same protocols for collection, preservation, custody,
documentation and analysis as applied to groundwater in preceding Section 4.

7-1
Section 7
References
Camp Dresser & McKee (CDM). 2008. Geologic and Hydrogeologic Study – Duke Energy CCP
Landfill Phase I. January.
Camp Dresser & McKee (CDM). 2011. Geologic and Hydrogeologic Study – Duke Energy CCP
Landfill Phase 2 Expansion. August.
Daniel, III, C.C. 1987. Evaluation of Site-Selection Criteria, Well Design, Monitoring Techniques,
and Cost Analysis for a Groundwater Supply in Piedmont Crystalline Rocks, North Carolina, USGS
Water Supply Paper 2341, 35p.
Davis, Timothy L. 1993. Geology of the Columbus Promontory, Western Piedmont, North Carolina,
Southern Appalachians. Studies of Inner Piedmont Geology with a Focus on the Columbus
Promontory. Carolina Geological Society Annual Field Trip November 6-7, 1993. Reprinted 1995
with revisions.
Gair, J.E., 1989. Mineral Resources of the Charlotte 1x2 Quadrangle, North Carolina and South
Carolina, USGS Prof. Paper 1462, Geology of the Charlotte Quadrangle, p. 7-15.
Goldsmith, R. et.al., 1988. Geologic Map of the Charlotte 1x2 Quadrangle, North Carolina and
South Carolina, USGS Miscellaneous Map Series Map I-251E, 1:250,000.
Heath, Ralph C. 1980. Basic Elements of Ground-Water Hydrology With References to Conditions
in North Carolina. U.S. Geological Survey Water Resources Investigations. OpenFile Report 80-
44.
North Carolina Dept. of Environment, Health, and Natural Resources. 1995. N.C. Water Quality
Monitoring Guidance Document for Solid Waste Facilities.
North Carolina Dept. of Environment and Natural Resources. 2006. N.C. New Guidelines for
Electronic Submittal of Environmental Monitoring Data.
North Carolina Dept. of Environment and Natural Resources. 2007. N.C. Addendum to October
27, 2006, North Carolina Solid Waste Section Memorandum Regarding New Guidelines for
Electronic Submittal of Environmental Monitoring Data.
North Carolina Dept. of Environment and Natural Resources. 2008. N.C. Solid Waste Section
Guidelines for Groundwater, Soil, and Surface Water Sampling.
USEPA. June 1997. SW-846 Methods for Evaluating Solid Waste, Physical/Chemical Methods,
Final Update III.
USEPA. 1996. Low-Flow (Minimal Drawdown) Ground-Water Sampling Procedures. Puls, Robert
W. and Barcelona, Michael J.
Section 7 · References
7-2
USEPA. 1993. Region III Modifications to Laboratory Data Validation Functional Guidelines for
Evaluating Inorganic Analyses, EPA 540/R-01-008. April.
USEPA, 1994. Region III Modifications to National Functional Guidelines for Organic Data Review
Multi-Media, Multi-Concentration (OLMO1.0-OLMO0.9), EPA 540/R-99-008. September.
USEPA. 1986. RCRA Ground Water Monitoring Technical Enforcement Guidance Document
(TEGD).

Tables

Table 1
Well Construction Summary
Rogers CCP Landfill
Permit No. 8106
Duke Energy Carolinas, LLC
Monitoring Well Date Installed Well Casing
Diameter
Outer Casing
Diameter Northing Easting Ground
Surface
Top of
Casing Depth Elevation Total
Depth
Screened
Interval
Top of
Screen
Bottom of
Screen
inches inches feet bgs ft AMSL feet bgs feet bgs feet AMSL feet AMSL
CCPMW-1s February 2010 2 NA 541735.47 1171399.77 873.24 875.58 NA NA 40 30 - 40 843.24 833.24 Partially Weathered Rock
CCPMW-1d February 2010 2 6 541739.36 1171401.42 873.33 875.89 43 830.33 54 49 - 54 824.33 819.33 Bedrock
CCPMW-2s February 2010 2 NA 540575.64 1171837.47 840.26 842.24 NA NA 42 32 - 42 808.26 798.26 Saprolite/Partially Weathered Rock
CCPMW-2d February 2010 2 NA 540576.09 1171841.24 840.20 842.38 59 781.20 70 65 - 70 775.20 770.20 Bedrock
CCPMW-3s June 2007 2 NA 540509.53 1172348.19 809.30 811.56 NA NA 14 9 - 14 800.30 795.30 Saprolite/Partially Weathered Rock
CCPMW-3d July 2007 2 NA 540509.71 1172353.64 810.47 811.74 19 791.47 31 26 - 31 784.47 779.47 Bedrock
CCPTW-1s February 2010 2 NA 541143.93 1172409.19 836.81 838.92 NA NA 35 25 - 35 811.81 801.81 Saprolite/Partially Weathered Rock
CCPTW-1d February 2010 2 NA 541139.32 1172408.15 836.41 838.53 55 781.41 66 61 - 66 775.41 770.41 Bedrock
CCPTW-2 February 2010 2 NA 540670.14 1172528.65 839.62 841.72 45 794.62 45 35 - 45 804.62 794.62 Saprolite/Partially Weathered Rock
CCPMW-4 October 2015 2 NA 542549.84 1171270.61 843.29 845.95 21 822.29 65 50 - 65 793.29 778.29 Bedrock
CCPMW-5 October 2015 2 NA 542895.89 1171866.91 855.87 858.63 28 827.87 73 63 - 73 792.87 782.87 Bedrock
CCPMW-6s October 2015 2 NA 542422.84 1172372.0 851.48 854.38 44 807.48 44 34 - 44 817.48 807.48 Partially Weathered Rock
CCPMW-6d October 2015 2 6 542418.45 1172376.27 851.45 854.35 44 807.45 60 50 - 60 801.45 791.45 Bedrock
Notes:
- Horizontal datum in North Carolina State Plane NAD 1983, Vertical datum in NAD 1988.
- All elevations referenced to above mean sea level (AMSL).
- All depths are referenced to below ground surface (bgs).
- NA - not applicable.
Well Construction
Screened Interval Lithology
Well Location
NC State Plane NC83 (ft)
Well Elevations
feet AMSL
Top of Bedrock
Table 1.xlsx
Table 2
Summary of Constituents, Analytical Methods, and Reporting Limits
Rogers CCP Landfill
Permit No. 8106
Duke Energy Carolinas, LLC
Constituent Analytical Methods
(15A NCAC 2L .0202 Standards)
Reporting Limits (ug/L)
Groundwater Standard
(15A NCAC 2B .0202 Standards)
Reporting Limits (ug/L) Surface
Water Standard
Arsenic, TRM EPA 200.8 or 6020 10 50
Barium, TRM 6010 700 --
Boron, TRM 6010 700 --
Cadmium, TRM EPA 200.8 or 6020 2 2
Chloride EPA 300.0 250,000 230,000
Chromium, TRM 6010 10 50
Copper, TRM 6010 1,000 7
Fluoride EPA 300.0 2,000 1.8
Iron, TRM 6010 300 1,000
Lead, TRM EPA 200.8 or 6020 15 25
Manganese, TRM 6010 50 --
Mercury, TRM 7470 1 0.012
Nickel, TRM 6010 100 88
Nitrate, Nitrogen EPA 300.0 or EPA 353.2 10,000 --
pH Field 6.5 - 8.5 6.0 - 9.0
Selenium, TRM EPA 200.8 or 6020 20 5
Silver, TRM 6010 20 0.06
Sulfate EPA 300.0 250,000 --
Temperature (oC)Field n/a --
Total Dissolved Solids SM2540C 500,000 --
Zinc, TRM 6010 1,000 50
Notes:
TRM - Total Recoverable Metals
The values listed under the 15A NCAC 2B .0202 Standards are the values listed under the Freshwater Aquatic Life Section. These are the
standards that are applicable to Class C streams (i.e., the streams on-site are classified as Class C streams).
Table 2.xlsx

Sheets

DUKE ENERGY CAROLINAS, LLC. - ROGERS ENERGY COMPLEX
RUTHERFORD & CLEVELAND COUNTIES, NORTH CAROLINA
ROGERS CCP LANDFILL
‹



Camp Dresser McKee & Smith
5400 Glenwood Avenue, Suite 400
Raleigh, NC 27612 | Tel: [phone]NC License No. F-1255
CONFORMED DRAWING DECEMBER 2014
PHASE II SHEET 1WATER QUALITY MONITORING PLAN
N
Figure 1: Surface Water Sample Locations
SW-1
SW-3
SW-2
K i r b y R o a d
Mostellar Road
O l d U S H w y 2 2 1 A
Duke Power Road
H i n e s R o a d
A L T 2 2 1
McGraw Road
Scale in Feet
Surface Water Sample Location
SW-1
S
u
c
k

C
r
e
e
k
S u c k C r e e k
0 800 1600
Ballenger Road
Aerial Source: Imagery ©2016 Google, Map data

Appendix A
Boring Logs and Well Construction Forms

0
-5
-10
-15
-20
-25
FIELD BOREHOLE LOG
BOREHOLE NO.:
TOTAL DEPTH:
PROJECT INFORMATION DRILLING INFORMATION
PROJECT:
SITE LOCATION:
JOB NO:
GEOLOGIST:
DATE DRILLED:
DRILLING CO:
DRILLER:
RIG TYPE:
METHOD OF DRILLING:
SAMPLING METHODS:
Depth Soil
Symbol Soil Description Sample Blows/6" (Recovery)Well
Construction
Well
Description
A
Page 1 of 2Notes:
Cement Grout
2-inch Schedule 40
PVC Riser
3ft Stick-up w/Steel
Protective Cover
6" PVC Casing to 46'
Moist, brown, fine-grained SAND with alittle SILT, trace ROCK fragments,TOPSOIL
Moist, reddish brown, fine-grainedSAND with some SILT, little CLAY from5-6 feet, trace ROCK fragments,
micaceous
Moist, brown/gray/orange/black, SILTY
SAND, trace ROCK fragments, fine-
grained, SAPROLITE, micaceous
S1 (0-2)
S2 (5-7
S3 (10-12)
S4 (15-17)
S5 (20-22)
S6 (25-27)
2-5-4-3 (16")
2-4-13-24 (24")
7-4-8-15 (18")
3-11-28-35 (20")
16-50/5 (8")
9-20-20-15 (22")
Duke Energy - Cliffside CCP Landfill
Cliffside, NC
48509-54838
Dan Forbes
02/23-24/10
SAEDACCO
Robert Miller
Gus Pech 1100E
8" HSA - 6" Air-Hammer
Standard-Split Spoon
140 LB., 30 IN.
CCPMW-1d
54'
Auger Refusal at 40.5' bls
-30
-35
-40
-45
-50
-55
FIELD BOREHOLE LOG
BOREHOLE NO.:
TOTAL DEPTH:
PROJECT INFORMATION DRILLING INFORMATION
PROJECT:
SITE LOCATION:
JOB NO:
GEOLOGIST:
DATE DRILLED:
DRILLING CO:
DRILLER:
RIG TYPE:
METHOD OF DRILLING:
SAMPLING METHODS:
Depth Soil
Symbol Soil Description Sample Blows/6" (Recovery)Well
Construction
Well
Description
A
Page 2 of 2Notes:
Bentonite
#2 Silica Sand Filter
Pack
2-inch Schedule 40
PVC Screen from 49'
to 54' bls
6" PVC Casing to 46'
Moist/Wet, brown/light gray togray/orange/black, SILTY SAND,weathered ROCK fragments, fine-grained, PARTIALLY WEATHEREDROCK, micaceous
Bedrock
FRACTURE at 49 feet (Water
Producing)
FRACTURE at 51 feet
S7 (30-32)
S8 (35-37)
S9 (40-42)
17-15-24-50/5 (12")
50/3 (3")
50/4 (3")
Duke Energy - Cliffside CCP Landfill
Cliffside, NC
48509-54838
Dan Forbes
02/23-24/10
SAEDACCO
Robert Miller
Gus Pech 1100E
8" HSA - 6" Air-Hammer
Standard-Split Spoon
140 LB., 30 IN.
CCPMW-1d
54'
Auger Refusal at 40.5' bls
0
-5
-10
-15
-20
FIELD BOREHOLE LOG
BOREHOLE NO.:
TOTAL DEPTH:
PROJECT INFORMATION DRILLING INFORMATION
PROJECT:
SITE LOCATION:
JOB NO:
GEOLOGIST:
DATE DRILLED:
DRILLING CO:
DRILLER:
RIG TYPE:
METHOD OF DRILLING:
SAMPLING METHODS:
Depth Soil
Symbol Soil Description Sample Blows/6" (Recovery)Well
Construction
Well
Description
A
Page 1 of 2Notes:
Cement Grout
2-inch Schedule 40
PVC Riser
3ft Stick-up w/Steel
Protective Cover
Moist, brown, fine-grained SAND with a
little SILT, trace ROCK fragments,TOPSOIL
Moist, reddish brown, fine-grained
SAND with some SILT, little CLAY from5-6 feet, trace ROCK fragments,micaceous
Moist, brown/gray/orange/black, SILTY
SAND, trace ROCK fragments, fine-grained, SAPROLITE, micaceous
S1 (0-2)
S2 (5-7
S3 (10-12)
S4 (15-17)
S5 (20-22)
2-5-4-3 (16")
2-4-13-24 (24")
7-4-8-15 (18")
3-11-28-35 (20")
16-50/5 (8")
Duke Energy - Cliffside CCP Landfill
Cliffside, NC
48509-54838
Dan Forbes
02/22-23/10
SAEDACCO
Robert Miller
Gus Pech 1100E
8" HSA
Standard-Split Spoon
140 LB., 30 IN.
CCPMW-1s
40'
Auger Refusal at 40.5' bls
-25
-30
-35
-40
FIELD BOREHOLE LOG
BOREHOLE NO.:
TOTAL DEPTH:
PROJECT INFORMATION DRILLING INFORMATION
PROJECT:
SITE LOCATION:
JOB NO:
GEOLOGIST:
DATE DRILLED:
DRILLING CO:
DRILLER:
RIG TYPE:
METHOD OF DRILLING:
SAMPLING METHODS:
Depth Soil
Symbol Soil Description Sample Blows/6" (Recovery)Well
Construction
Well
Description
A
Page 2 of 2Notes:
Bentonite
#2 Silica Sand Filter
Pack
2-inch Schedule 40
PVC Screen from 30'
to 40' bls
Moist/Wet, brown/light gray togray/orange/black, SILTY SAND,weathered ROCK fragments, fine-grained, PARTIALLY WEATHEREDROCK, micaceous
S6 (25-27)
S7 (30-32)
S8 (35-37)
S9 (40-42)
9-20-20-15 (22")
17-15-24-50/5 (12")
50/3 (3")
50/4 (3")
Duke Energy - Cliffside CCP Landfill
Cliffside, NC
48509-54838
Dan Forbes
02/22-23/10
SAEDACCO
Robert Miller
Gus Pech 1100E
8" HSA
Standard-Split Spoon
140 LB., 30 IN.
CCPMW-1s
40'
Auger Refusal at 40.5' bls
Material
Description
Sample
NumberSa
m
p
l
e
Ty
p
e
Gr
a
p
h
i
c
Lo
g
Elev.
Depth
(ft.)
Formerly P-117d
St
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
Bl
o
w
s

p
e
r
6
I
n
c
h
e
s
Sa
m
p
l
e
Re
c
o
v
e
r
y

(
i
n
.
)
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
HSASSA
HAAR
DTRFR
MRRC
CTJET
DDTC
Hollow Stem AugerSolid Stem Auger
Hand AugerAir Rotary
Dual Tube RotaryFoam Rotary
Mud RotaryReverse Circulation
Cable ToolJetting
DrivingDrill Through Casing
FILL
Well Construction
Detail
-FILL-
Portland Cement
Grout
Drilling Contractor:SAEDACCO
Drilling Method/Rig:HSA/AR/GP-1100 E
Drillers:Robert Miller
Drilling Date: Start:2-23-10 End:2-24-10
Borehole Coordinates:
N 540,576.00 E 1,171,841.00
Development Date: Start End
Surface Elevation (ft.):840.17
Total Depth (ft.):70
Depth to Initial Water Level (ft. BGS):32.1
Development Method:
Field Screening Instrument:
Logged By:DC
Top of Riser Elevation (ft.):
Auger/Grab SampleCalifornia Sampler
1.5" Rock Core2.1" Rock Core
GeoprobeHydro Punch
Split SpoonShelby Tube
Wash Sample
Sheet 1 of 4
0
5
10
840.2
835.2
830.2
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
CAMP DRESSER & McKEE
Ground Surface
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
Above GroundSurface
--
--
--
--
-
REMARKS
Reviewed by:
EXPLANATION OF ABBREVIATIONS
DRILLING METHODS:
CCPMW-2d
OTHER:
AGS -
ASCS
BXNX
GPHP
SSST
WS
--
--
--
--
--
--
SAMPLING TYPES:
Date:
Moist, white/grey/black, SILTY SAND,
quartz, mica, feldspar
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
ML Moist, brick red, SANDY SILT, quartz,
minor mica
SM
ML
SM
Moist, brick red, SANDY SILT, quartz,
minor mica
Moist, rust red, SILTY SAND, with silt,
quartz, feldspar
Moist, red/brown, SILTY SAND, large
quartz clasts
Moist, brown/grey/red, SANDY SILT,
micaceous
Moist, brown/grey/red, SANDY SILT,
micaceous
CAMP DRESSER & McKEE
CCPMW-2d
15
20
25
30
35
825.2
820.2
815.2
810.2
805.2
Bl
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I
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s
Sheet 2 of 4
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
Elev.
Depth
(ft.)
Sample
NumberSa
m
p
l
e
Ty
p
e
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
Gr
a
p
h
i
c
Lo
g
Sa
m
p
l
e
Re
c
o
v
e
r
y

(
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)
Well Construction
DetailSt
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
Material
Description
GNEISS
SM
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
780.2
Moist, red/brown, SANDY SILT, black
mineralization
ML
SM
BEDROCK
Moist, white/grey/black, SILTY SAND,
quartz, mica, feldspar
Moist, red/light brown, SILT, micaceous,
black/white mineralization
Moist, red/light brown, SILT, micaceous,
black/white mineralization
Moist, white/grey/black/brown, SILTY
SAND, quartz, mica, black
mineralization
Moist, white/grey/black/brown, SILTY
SAND, quartz, mica, black
mineralization
Small fracture at 56 feet
Moist, white/grey/black/brown, SILTY
SAND, quartz, mica, black
mineralization
CAMP DRESSER & McKEE
CCPMW-2d
40
45
50
55
800.2
795.2
790.2
785.2
780.2
Sa
m
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)
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s
Sheet 3 of 4
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
Sa
m
p
l
e
Ty
p
e
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
Sample
Number Gr
a
p
h
i
c
Lo
g
Elev.
Depth
(ft.)
Well Construction
DetailSt
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
Material
Description
70.0
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
BEDROCK
Slotted Screen
Sand
Bentonite
63.0
60.0
770.2
777.2
Boring terminated at 70 feet bgs.
Fracture at 69 feet
Fracture at 66.5 feet (sediment filled)
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
780.2
775.2
770.2
765.2
760.2
60
65
70
75
80
Sheet 4 of 4CAMP DRESSER & McKEE
Po
c
k
e
t

P
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n
.
Re
a
d
i
n
g
(t
s
f
)
CCPMW-2d
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
Sa
m
p
l
e
Re
c
o
v
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y

(
i
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.
)
Bl
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p
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s
Material
DescriptionSt
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
Well Construction
Detail
Elev.
Depth
(ft.)Gr
a
p
h
i
c
Lo
g
Sa
m
p
l
e
Ty
p
e
Sample
Number
Drilling Contractor:SAEDACCO
Drilling Method/Rig:HSA/D-50 ATU
Drillers:Randy Hoffman
Drilling Date: Start:2-24-10 End:2-24-10
Borehole Coordinates:
N 540,575.60 E 1,171,837.00
Development Date: Start End
U-1
24/24
24/6
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
Surface Elevation (ft.):840.26
Total Depth (ft.):42
Depth to Initial Water Level (ft. BGS):31.72
Development Method:
Field Screening Instrument:
Logged By:DC
Top of Riser Elevation (ft.):
FILL
ML
-FILL-
Moist, brick red, SANDY SILT, quartz,
9
6
11
14
S-1
Portland Cement
Grout
SS
ST
840.3
835.3
830.3
AGS
ASCS
BXNX
GPHP
SSST
WS
--
--
--
--
--
--
SAMPLING TYPES:
Date:
CCPMW-2s
Ground Surface
0
5
10
OTHER:
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
CAMP DRESSER & McKEE Sheet 1 of 3
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
Sample
NumberSa
m
p
l
e
Ty
p
e
Gr
a
p
h
i
c
Lo
g
Elev.
Depth
(ft.)
Well Construction
DetailSt
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
Material
Description
Bl
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m
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Re
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(
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)
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
-
Hollow Stem AugerSolid Stem Auger
Hand AugerAir Rotary
Dual Tube RotaryFoam Rotary
Mud RotaryReverse Circulation
Cable ToolJetting
DrivingDrill Through Casing Above GroundSurface
Formerly P-117s
Auger/Grab SampleCalifornia Sampler
1.5" Rock Core2.1" Rock Core
GeoprobeHydro Punch
Split SpoonShelby Tube
Wash Sample
--
--
--
--
-
REMARKS
Reviewed by:
EXPLANATION OF ABBREVIATIONS
DRILLING METHODS:
HSASSA
HAAR
DTRFR
MRRC
CTJET
DDTC
30.0
27.0
810.3
813.3
SS
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
ML
SS
SS
Slotted Screen
Sand
Bentonite
11
15
14
13
SS
Moist, brick red, SANDY SILT, quartz,
minor mica
Moist, white/grey/black, SILTY SAND,
Moist, white/grey/black, SILTY SAND,
quartz, mica, feldspar
Moist, brown/grey/red, SANDY SILT,
micaceous
Moist, brown/grey/red, SANDY SILT,
micaceous
Moist, rust red, SILTY SAND, with silt,
quartz, feldspar
minor mica
SM
ML
SM
Moist, red/brown, SILTY SAND, large
quartz clasts
4
5
9
15
14
12
10
12
3
6
8
22
6
8
12
15
Well Construction
Detail
Elev.
Depth
(ft.)Gr
a
p
h
i
c
Lo
g
Sa
m
p
l
e
Ty
p
e
Sample
Number
Bl
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s

p
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I
n
c
h
e
s
SS
825.3
820.3
815.3
810.3
805.3
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Sheet 2 of 3CAMP DRESSER & McKEE
St
r
a
t
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m
De
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a
t
i
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B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
Material
Description
15
20
25
30
35
CCPMW-2s
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
Sa
m
p
l
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(
i
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)
S-6
S-5
S-4
S-3
24/22
24/22
24/24
24/24
24/23
S-2
798.342.0
SS 24/20S-7
S-8
SM
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
SS
ML
quartz, mica, feldspar
Moist, red/brown, SANDY SILT, black
mineralization
Moist, red/light brown, SILT, micaceous,
black/white mineralization
Boring terminated at 42 feet bgs.
47
32
22
30
5
10
15
24
800.3
795.3
790.3
785.3
780.3
Well Construction
DetailSt
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
Material
Description
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Sa
m
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e
Re
c
o
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(
i
n
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)
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
CCPMW-2s
40
45
50
55
Gr
a
p
h
i
c
Lo
g
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
CAMP DRESSER & McKEE Sheet 3 of 3
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
Elev.
Depth
(ft.)
Sample
NumberSa
m
p
l
e
Ty
p
e
24/21
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
Drilling Contractor:SAEDACCO
Drilling Method/Rig:HSA/AR/GP-1100 E
Drillers:Robert Miller
Drilling Date: Start:7-16-07 End:7-16-07
Borehole Coordinates:
N 540,509.70 E 1,172,353.60
Development Date: Start End
Surface Elevation (ft.):810.47
Total Depth (ft.):31
Depth to Initial Water Level (ft. BGS):5.88
Development Method:
Field Screening Instrument:
Logged By:DC
Top of Riser Elevation (ft.):
24/?
Sample
NumberSa
m
p
l
e
Ty
p
e
CL
Elev.
Depth
(ft.)
SM
Dry, reddish brown, CLAYEY SAND,
quartz & mica
Moist, brown/red, SILTY SAND,
micaceous
Well Construction
Detail
Portland Cement
Grout
ST U-1
SAMPLING TYPES:
Gr
a
p
h
i
c
Lo
g
CCPMW-3d
Ground Surface
0
5
10
St
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
--
--
--
--
--
--
CAMP DRESSER & McKEE Sheet 1 of 2
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
810.5
805.5
800.5
Reviewed by:
Material
Description
Bl
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I
n
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Sa
m
p
l
e
Re
c
o
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(
i
n
.
)
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
HSASSA
HAAR
DTRFR
MRRC
CTJET
DDTC
Hollow Stem AugerSolid Stem Auger
Hand AugerAir Rotary
Dual Tube RotaryFoam Rotary
Mud RotaryReverse Circulation
Cable ToolJetting
DrivingDrill Through Casing
Formerly P-118d
Auger/Grab SampleCalifornia Sampler
1.5" Rock Core2.1" Rock Core
GeoprobeHydro Punch
Split SpoonShelby Tube
Wash Sample
--
--
--
--
-
Date:
REMARKS
ASCS
BXNX
GPHP
SSST
WS
EXPLANATION OF ABBREVIATIONS
DRILLING METHODS:
Above GroundSurface
OTHER:
AGS -
31.0
22.0
779.5
SM
Sand
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
BEDROCK
Auger refusal at 19 feet bgs. Continued
with air-rotary hammer.
GNEISS
24.0
Slotted Screen
788.5
786.5
Boring terminated at 31 feet bgs.
Sa
m
p
l
e
Re
c
o
v
e
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y

(
i
n
.
)
CAMP DRESSER & McKEE
St
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
795.5
790.5
785.5
780.5
775.5
Bl
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s

p
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I
n
c
h
e
s
Po
c
k
e
t

P
e
n
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Re
a
d
i
n
g
(t
s
f
)
CCPMW-3d
15
20
25
30
35
Bentonite
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Sample
Number
Well Construction
Detail
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
Sheet 2 of 2
Gr
a
p
h
i
c
Lo
g
Elev.
Depth
(ft.)
Material
DescriptionSa
m
p
l
e
Ty
p
e
U-1
Portland Cement
Grout
Bentonite
Sand
Slotted Screen
SS
SS
ST
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
CL
S-1 24/18
S-2 24/14
3
9
11
10
7
9
7
13
Moist, brown/red, SILTY SAND,
micaceous
Moist, brown/red, SILTY SAND,
micaceous
Dry, reddish brown, CLAYEY SAND,
quartz & mica
SM
805.6
7.0803.6
5.0
AGS
24/?
Reviewed by:
Sheet 1 of 2
EXPLANATION OF ABBREVIATIONS
DRILLING METHODS:
CAMP DRESSER & McKEE
CCPMW-3s
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
810.6
805.6
800.6
0
5
10
Above GroundSurface
Ground Surface
OTHER:
Date:
SAMPLING TYPES:
--
--
--
--
--
--
ASCS
BXNX
GPHP
SSST
WS
-
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
--
--
--
--
-
Sample
NumberSa
m
p
l
e
Ty
p
e
Surface Elevation (ft.):810.56
Total Depth (ft.):14
Depth to Initial Water Level (ft. BGS):4.74
Development Method:
Field Screening Instrument:
Logged By:DC
Top of Riser Elevation (ft.):
Drilling Contractor:SAEDACCO
Drilling Method/Rig:HSA/D-50 ATU
Drillers:Randy Hoffman
Drilling Date: Start:6-27-07 End:6-27-07
Borehole Coordinates:
N 540,509.50 E 1,172,348.20
Development Date: Start End
Sa
m
p
l
e
Re
c
o
v
e
r
y

(
i
n
.
)
REMARKS
Auger/Grab SampleCalifornia Sampler
1.5" Rock Core2.1" Rock Core
GeoprobeHydro Punch
Split SpoonShelby Tube
Wash Sample
Formerly P-118s
Hollow Stem AugerSolid Stem Auger
Hand AugerAir Rotary
Dual Tube RotaryFoam Rotary
Mud RotaryReverse Circulation
Cable ToolJetting
DrivingDrill Through Casing
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Bl
o
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s

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I
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s
Material
DescriptionSt
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
Well Construction
Detail
Elev.
Depth
(ft.)Gr
a
p
h
i
c
Lo
g
HSASSA
HAAR
DTRFR
MRRC
CTJET
DDTC
Sa
m
p
l
e
Ty
p
e
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
SM
Gr
a
p
h
i
c
Lo
g
Sample
Number
14.0796.6
Boring terminated upon auger refusal at
14 feet bgs.
15
20
25
30
35
Sheet 2 of 2CAMP DRESSER & McKEE
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Elev.
Depth
(ft.)
795.6
790.6
785.6
780.6
775.6
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
CCPMW-3s
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
Sa
m
p
l
e
Re
c
o
v
e
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y

(
i
n
.
)
Bl
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I
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s
Material
DescriptionSt
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
Well Construction
Detail
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
Drilling Contractor:SAEDACCO
Drilling Method/Rig:HSA/AR/GP-1100 E
Drillers:Robert Miller
Drilling Date: Start:7-17-07 End:7-18-07
Borehole Coordinates:
N 541,139.30 E 1,172,408.10
Development Date: Start End
S-1
24/18
24/22
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
Surface Elevation (ft.):836.41
Total Depth (ft.):66
Depth to Initial Water Level (ft. BGS):33.23
Development Method:
Field Screening Instrument:
Logged By:DC
Top of Riser Elevation (ft.):
CL-ML
SM
Dry, red/reddish brown, SILTY CLAY to
CLAYEY SILT
Dry, red/brown/tan/black/grey, Fine
SAND with Silt, micaceous, black
mineralization, trace quartz
4
7
7
9
U-1
Portland Cement
Grout
ST
SS
836.4
831.4
826.4
AGS
ASCS
BXNX
GPHP
SSST
WS
--
--
--
--
--
--
SAMPLING TYPES:
Date:
CCPTW-1d
Ground Surface
0
5
10
OTHER:
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
CAMP DRESSER & McKEE Sheet 1 of 4
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
Sample
NumberSa
m
p
l
e
Ty
p
e
Gr
a
p
h
i
c
Lo
g
Elev.
Depth
(ft.)
Well Construction
DetailSt
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
Material
Description
Bl
o
w
s

p
e
r
6
I
n
c
h
e
s
Sa
m
p
l
e
Re
c
o
v
e
r
y

(
i
n
.
)
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
-
Hollow Stem AugerSolid Stem Auger
Hand AugerAir Rotary
Dual Tube RotaryFoam Rotary
Mud RotaryReverse Circulation
Cable ToolJetting
DrivingDrill Through Casing Above GroundSurface
Formerly A-3d
Auger/Grab SampleCalifornia Sampler
1.5" Rock Core2.1" Rock Core
GeoprobeHydro Punch
Split SpoonShelby Tube
Wash Sample
--
--
--
--
-
REMARKS
Reviewed by:
EXPLANATION OF ABBREVIATIONS
DRILLING METHODS:
HSASSA
HAAR
DTRFR
MRRC
CTJET
DDTC
SS
SS
SS
SS
SS
S-2
S-3
S-4
S-5
S-6
SM
Dry, white/tan/black/grey, Fine SAND
with Silt, micaceous, black
mineralization, trace quartz
Dry, white/tan/black/grey, Fine SAND
with Silt, micaceous, black
mineralization, cobble-size quartz
fragment
Wet, red/brown/black/orange, SILTY
SAND, micaceous, black mineralization,
water @ 24'
28'-28.5' Wet, red/brown/black/orange,
SILTY SAND, micaceous, black
mineralization
28.5'-30' Wet, brown/tan/white/orange,
Fine SAND, quartz pebbles
Wet, brown/red/black/tan, Fine SAND
with Silt, micaceous, black
mineralization
6
13
21
40
11
11
10
13
4
6
9
12
4
7
31
31
10
18
12
22
Sample
NumberSa
m
p
l
e
Ty
p
e
Gr
a
p
h
i
c
Lo
g
Elev.
Depth
(ft.)
Well Construction
DetailSt
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
Material
Description
Bl
o
w
s

p
e
r
6
I
n
c
h
e
s
Sa
m
p
l
e
Re
c
o
v
e
r
y

(
i
n
.
)
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
15
20
25
30
35
821.4
816.4
811.4
806.4
801.4
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
CAMP DRESSER & McKEE Sheet 2 of 4
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
CCPTW-1d
24/20
24/24
24/24
24/24
24/24
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
SS
779.4
777.4
57.0
59.0
Bentonite
Sand
S-10
SS
SS
SM
S-7
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
S-9
SS
PWR
Wet, brown/red/black/tan, Fine SAND
with Silt, micaceous, black
mineralization
Wet, brown/red/black/tan, Fine SAND
with Silt, micaceous, black
mineralization
Wet, brown/red/black/tan, Fine SAND
with Silt, micaceous, black
mineralization
Partially weathered to solid bedrock
13
8
23
23
3
6
9
17
8
15
12
27
50/4"
S-8
Gr
a
p
h
i
c
Lo
g
Sa
m
p
l
e
Re
c
o
v
e
r
y

(
i
n
.
)
Bl
o
w
s

p
e
r
6
I
n
c
h
e
s
Material
DescriptionSt
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
CCPTW-1d
Elev.
Depth
(ft.)Sa
m
p
l
e
Ty
p
e
Sample
Number
Well Construction
Detail
CAMP DRESSER & McKEE
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
Sheet 3 of 4
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
796.4
791.4
786.4
781.4
776.4
40
45
50
55
4/0
24/18
24/24
24/24
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
PWR
Sample
Number
66.0
61.0
770.4
775.4
Boring terminated at 66 feet bgs.
Slotted Screen
Sheet 4 of 4CAMP DRESSER & McKEE
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
776.4
771.4
766.4
761.4
756.4
Sa
m
p
l
e
Ty
p
e
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
60
65
70
75
80
CCPTW-1d
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
Sa
m
p
l
e
Re
c
o
v
e
r
y

(
i
n
.
)
Bl
o
w
s

p
e
r
6
I
n
c
h
e
s
Material
DescriptionSt
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
Well Construction
Detail
Elev.
Depth
(ft.)Gr
a
p
h
i
c
Lo
g
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Elev.
Depth
(ft.)
Sample
Number
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
Gr
a
p
h
i
c
Lo
g
Well Construction
DetailSt
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
Material
Description
Bl
o
w
s

p
e
r
6
I
n
c
h
e
s
CL-ML
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
Sa
m
p
l
e
Ty
p
e
Portland Cement
Grout
SM
Dry, red/reddish brown, SILTY CLAY to
CLAYEY SILT
Dry, red/brown/tan/black/grey, Fine
SAND with Silt, micaceous, black
mineralization, trace quartz
Drilling Contractor:SAEDACCO
Drilling Method/Rig:HSA/GP-1100 E
Drillers:Robert Miller
Drilling Date: Start:2-25-10 End:2-25-10
Borehole Coordinates:
N 541,143.90 E 1,172,409.20
Development Date: Start End
Surface Elevation (ft.):836.81
Total Depth (ft.):35
Depth to Initial Water Level (ft. BGS):28.07
Development Method:
Field Screening Instrument:
Logged By:DC
Top of Riser Elevation (ft.):
HSASSA
HAAR
DTRFR
MRRC
CTJET
DDTC
CAMP DRESSER & McKEE
Ground Surface
Sa
m
p
l
e
Re
c
o
v
e
r
y

(
i
n
.
)
0
5
10
836.8
831.8
826.8
Hollow Stem AugerSolid Stem Auger
Hand AugerAir Rotary
Dual Tube RotaryFoam Rotary
Mud RotaryReverse Circulation
Cable ToolJetting
DrivingDrill Through Casing
CCPTW-1s
Sheet 1 of 3
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
REMARKS
Reviewed by:
EXPLANATION OF ABBREVIATIONS
Auger/Grab SampleCalifornia Sampler
1.5" Rock Core2.1" Rock Core
GeoprobeHydro Punch
Split SpoonShelby Tube
Wash Sample
DRILLING METHODS:
--
--
--
--
-
Date:Above GroundSurface
OTHER:
AGS -
ASCS
BXNX
GPHP
SSST
WS
--
--
--
--
--
--
SAMPLING TYPES:
801.8
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
SM
Sand
Bentonite
35.0
Dry, white/tan/black/grey, Fine SAND
with Silt, micaceous, black
mineralization, trace quartz
Dry, white/tan/black/grey, Fine SAND
with Silt, micaceous, black
mineralization, cobble-size quartz
fragment
Wet, red/brown/black/orange, SILTY
SAND, micaceous, black mineralization,
water @ 24'
28'-28.5' Wet, red/brown/black/orange,
SILTY SAND, micaceous, black
mineralization
28.5'-30' Wet, brown/tan/white/orange,
Fine SAND, quartz pebbles
23.0
20.0816.8
813.8
Wet, brown/red/black/tan, Fine SAND
with Silt, micaceous, black
mineralization
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
Material
Description
CAMP DRESSER & McKEE
Sa
m
p
l
e
Re
c
o
v
e
r
y

(
i
n
.
)
St
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
CCPTW-1s
15
20
25
30
35
821.8
816.8
811.8
806.8
801.8
Slotted Screen
Elev.
Depth
(ft.)
Sample
Number
Sheet 2 of 3
Gr
a
p
h
i
c
Lo
g
Bl
o
w
s

p
e
r
6
I
n
c
h
e
s
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Well Construction
DetailSa
m
p
l
e
Ty
p
e
Boring terminated at 35 feet bgs.
St
r
a
t
u
m
De
s
i
g
n
a
t
i
o
n
Well Construction
Detail
Elev.
Depth
(ft.)Gr
a
p
h
i
c
Lo
g
Sa
m
p
l
e
Ty
p
e
Sample
Number
Bl
o
w
s

p
e
r
6
I
n
c
h
e
s
Sa
m
p
l
e
Re
c
o
v
e
r
y

(
i
n
.
)
B O R I N G L O G &
M O N I T O R I N G W E L L D E T A I L
Project Name:Cliffside Ash Landfill
Project Number:48509-54838
Client:Duke Energy
Project Location:Cliffside, Cleveland Co., NC
Sheet 3 of 3
Material
Description
MO
N
I
T
O
R
I
N
G

W
E
L
L

M
O
N
I
T
O
R
I
N
G

W
E
L
L
S
.
G
P
J

C
D
M
_
C
O
R
P
.
G
D
T

3
/
2
5
/
1
0
796.8
791.8
786.8
781.8
776.8
40
45
50
55
CCPTW-1s
Po
c
k
e
t

P
e
n
.
Re
a
d
i
n
g
(t
s
f
)
CAMP DRESSER & McKEE
0
-5
-10
-15
-20
FIELD BOREHOLE LOG
BOREHOLE NO.:
TOTAL DEPTH:
PROJECT INFORMATION DRILLING INFORMATION
PROJECT:
SITE LOCATION:
JOB NO:
GEOLOGIST:
DATE DRILLED:
DRILLING CO:
DRILLER:
RIG TYPE:
METHOD OF DRILLING:
SAMPLING METHODS:
Depth Soil
Symbol Soil Description Sample Blows/6" (Recovery)Well
Construction
Well
Description
A
Page 1 of 2Notes:
Cement Grout
2-inch Schedule 40
PVC Riser
3 ft Stick-up w/ Steel
Protective Cover.
Approximately 10 feet of fill was placed
in the area of TW-2 during landfill
construction. The original well was
abandoned and TW-2 was relocated
adjacent to the original location.
Dry, red to reddish brown, SILT and very fine SAND, some CLAY. Micaceous.
Dry to moist,tan/brown/orange/white/black, fineSAND, some SILT, micaceous. Blackmineralized fractures. SAPROLITE.Some QUARTZ fragments.
S1
S2
3-4-7-15 (24")
5-7-9-13 (24")
Duke Energy - Cliffside CCP Landfill
Cliffside, NC
48509-54838
Dan Forbes
11/29/06 and Relocated on 02/25/10
SAEDACCO
Robert Miller
GUS PECH 1100 E
Hollow-Stem Auger
Standard-Split Spoon
140 lbs. Pneumatic/ 30 inches
CCPTW-2
45 ft
Auger Refusal at 45 ft bls.
-25
-30
-35
-40
-45
FIELD BOREHOLE LOG
BOREHOLE NO.:
TOTAL DEPTH:
PROJECT INFORMATION DRILLING INFORMATION
PROJECT:
SITE LOCATION:
JOB NO:
GEOLOGIST:
DATE DRILLED:
DRILLING CO:
DRILLER:
RIG TYPE:
METHOD OF DRILLING:
SAMPLING METHODS:
Depth Soil
Symbol Soil Description Sample Blows/6" (Recovery)Well
Construction
Well
Description
A
Page 2 of 2Notes:
Bentonite
#2 Silica Sand Filter
Pack
2-inch Schedule 40
PVC Screen from 35'
to 45' bls
Moist to wet, brown/black/white/gray,
fine SAND some SILT, micaceous.
Some pebble size ROCK fragments.
S3
S4
S5
S6
S7
6-10-15-28 (24")
7-50/4 (10")
10-44-50/5 (16")
12-50/4 (6")
18-50/4 (6")
Duke Energy - Cliffside CCP Landfill
Cliffside, NC
48509-54838
Dan Forbes
11/29/06 and Relocated on 02/25/10
SAEDACCO
Robert Miller
GUS PECH 1100 E
Hollow-Stem Auger
Standard-Split Spoon
140 lbs. Pneumatic/ 30 inches
CCPTW-2
45 ft
Auger Refusal at 45 ft bls.
Start Date:10/21/2015
End Date:10/26/2015
Total Depth: 65'
Surface Casing Dia./Depth:None
Well Casing Dia./Depth:2" PVC/50'
Screen Dia./Depth/Slot:2" PVC Pre-Packed/ 50-65'/0.01"
Depth
(feet)
Recovery
(percent)
Blows per
6-inches

CCPMW-4 Boring Log
Project:Cliffside CCP Landfill - Phase II Monitoring Well Installation
Project No.:48509-106696
Logged By:Daniel Forbes
Drilling Method/Drill Rig: Hollow-Stem Auger/Deidrich D-50
Formation Description
Well Construction
Above-Grade Completion with
Protective Bollards, 2' x 2'
Concrete Pad, Expansion Cap, and
Lock
1 Hand
Auger2
3
Location Code:CCPMW-4
Location:Cliffside, North Carolina
Driller:South Atlantic Environmental Drilling and Construction Company, Inc.
7
8
9 75 4-11-19-35
10
11
4 92 3-5-8-9
5
6
17
18
19 83 12-38-44-50/4"
20
21
22
12
13
14 58 9-44-50/5"
15
16
34
35
36
37
30
31
32
33
23
24
25
26
27
28
29
TOPSOIL (0-8"), sandy, trace silt, clay, and rock fragments, organics, brown, and dark brown, sand
fine-grained, loose, micaceous, moist
CLAY, sandy, silty, trace rock fragments and organics, reddish brown, and brown, sand fine-grained, medium
stiff, micaceous, moist
(Residuum)
SAND, some silt, trace weathered rock, reddish and orangish brown, light brown and gray, fine-to
coarse-grained, medium dense, micaceous, moist
(Saprolite)
FRACTURES (multiple), sand infilling, silty, light brown to brown
BIOTITE GNEISS, light to dark gray, and black
WEATHERED ROCK, sandy, little silt, gray to dark gray, orangish and dark orangish brown, very light brown
and white, fine-to coarse-grained, micaceous, medium dense to dense, dry
(Saprolite)
SAND, some silt and weathered rock, gray and orangish brown, reddish and light brown, fine-to
coarse-grained, very dense, micaceous, moist to wet
(Partially Weathered Rock)
BIOTITE GNEISS, gray and brown, weathered
BIOTITE GNEISS, light to dark gray, dense
FRACTURE
BIOTITE GNEISS, light to dark gray
Page 1 of 8 CCPMW-4
Start Date:10/21/2015
End Date:10/26/2015
Total Depth: 65'
Surface Casing Dia./Depth:None
Well Casing Dia./Depth:2" PVC/50'
Screen Dia./Depth/Slot:2" PVC Pre-Packed/ 50-65'/0.01"
Depth
(feet)
Recovery
(percent)
Blows per
6-inches
CCPMW-4 Boring Log
Project:Cliffside CCP Landfill - Phase II Monitoring Well Installation
Project No.:48509-106696
Logged By:Daniel Forbes
Drilling Method/Drill Rig: Hollow-Stem Auger/Deidrich D-50
Formation Description
Well Construction
Above-Grade Completion with
Protective Bollards, 2' x 2'
Concrete Pad, Expansion Cap, and
Lock
Location Code:CCPMW-4
Location:Cliffside, North Carolina
Driller:South Atlantic Environmental Drilling and Construction Company, Inc.
TOPSOIL (0-8"), sandy, trace silt, clay, and rock fragments, organics, brown, and dark brown, sand
BIOTITE GNEISS, light to dark gray, and black, dense
47
48
49
50
51
38
39
40
41
42
43
44
66
64
65
58
59
60
61
62
63
52
53
54
55
56
57
45
46
Boring terminated at 65 feet.
BIOTITE GNEISS, light to dark gray, and black, dense
FRACTURE
2-inch
PVC
End
Cap
Bentonite
Seal
Bentonite
Seal
Page 2 of 8 CCPMW-4
Start Date:10/21/2015
End Date:10/23/2015
Total Depth: 72.5'
Surface Casing Dia./Depth:None
Well Casing Dia./Depth:2" PVC/62.5'
Screen Dia./Depth/Slot:2" PVC Pre-Packed/ 62.5-72.5'/0.01"
Depth
(feet)
Recovery
(percent)
Blows per
6-inches

CCPMW-5 Boring Log
Project:Cliffside CCP Landfill - Phase II Monitoring Well Installation
Project No.:48509-106696
Logged By:Daniel Forbes
Drilling Method/Drill Rig: Hollow-Stem Auger/Deidrich D-50
Formation Description
Well Construction
Above-Grade Completion with
Protective Bollards, 2' x 2'
Concrete Pad, Expansion Cap, and
Lock
1
2
3
4
Location Code:CCPMW-5
Location:Cliffside, North Carolina
Driller:South Atlantic Environmental Drilling and Construction Company, Inc.
8
9
10
11
12
13
14
5
6
7
19
20
21
22
23
24
25
15
16
17
18
34
35
36
37
30
31
32
33
26
27
28
29
SAND, silty, trace clay, reddish brown, and light brown, fine-grained, loose, micaceous, dry to moist
(Residuum/Saprolite)
67 5-7-5-6
SAND, little silt, trace weathered rock, brown and gray, very light brown and dark orangish brown,
fine- to coarse-grained, medium dense, micaceous, black mineralization, moist
(Saprolite)
SAND, some silt, weathered rock from 13 to 13.5 feet, trace weathered rock, brown and gray, very light
brown and white, light and dark orangish brown, fine- to coarse-grained, medium dense, micaceous, black
mineralization, moist
(Saprolite)79 18-11-8-9
TOPSOIL, sandy, trace silt and rock fragments, organics, brown, and reddish brown, sand
fine-grained, loose, moist
CLAY, sandy, silty, trace rock fragments, reddish brown, and brown, sand fine-grained, moist
(Residuum)
Hand
Auger
75 2-3-4-4
SAND, clayey, silty, reddish brown, and light brown, fine-grained, loose, micaceous, moist
(Residuum)
SAND, silty, trace weathered rock, brown, orangish brown and dark gray, white and light brown, fine-to
coarse-grained, very dense, micaceous, black mineralization, moist
(Partially Weathered Rock)
BIOTITE GNEISS, light to dark gray, and brown, weathered
FRACTURE, sand infilling, silty, light brown to brown, dry
BIOTITE GNEISS, light to dark gray
83 5-10-14-28
SAND, silty, weathered rock from 19.5 to 20 feet, trace weathered rock, brown and light to dark orangish
brown, light brown and white, dark reddish brown and gray, fine-to coarse-grained, medium dense,
micaceous, black mineralization, dry
(Saprolite)
58 10-50/3.5"
33 50/5.5"
Page 3 of 8 CCPMW-5
Start Date:10/21/2015
End Date:10/23/2015
Total Depth: 72.5'
Surface Casing Dia./Depth:None
Well Casing Dia./Depth:2" PVC/62.5'
Screen Dia./Depth/Slot:2" PVC Pre-Packed/ 62.5-72.5'/0.01"
Depth
(feet)
Recovery
(percent)
Blows per
6-inches
CCPMW-5 Boring Log
Project:Cliffside CCP Landfill - Phase II Monitoring Well Installation
Project No.:48509-106696
Logged By:Daniel Forbes
Drilling Method/Drill Rig: Hollow-Stem Auger/Deidrich D-50
Formation Description
Well Construction
Above-Grade Completion with
Protective Bollards, 2' x 2'
Concrete Pad, Expansion Cap, and
Lock
Location Code:CCPMW-5
Location:Cliffside, North Carolina
Driller:South Atlantic Environmental Drilling and Construction Company, Inc.
TOPSOIL, sandy, trace silt and rock fragments, organics, brown, and reddish brown, sand
BIOTITE GNEISS, light to dark gray, and black
FRACTURE
38
39
40
41
42
43
44
53
54
55
56
57
45
46
47
48
49
50
BIOTITE GNEISS, light to dark gray, and black, dense
FRACTURE
74
BIOTITE GNEISS, light to dark gray, and black, dense
FRACTURE, water producing
BIOTITE GNEISS, light to dark gray, and black, dense
Boring terminated at 72.5 feet.
71
72
73
68
69
70
65
66
67
62
63
64
58
59
60
61
51
52
2-inch
PVC
End
Cap
Bentonite
Seal
Bentonite
Seal
Page 4 of 8 CCPMW-5
Start Date:10/21/2015
End Date:10/21/2015
Total Depth: 43.5'
Surface Casing Dia./Depth:None
Well Casing Dia./Depth:2" PVC/33.5'
Screen Dia./Depth/Slot:2" PVC Pre-Packed/ 33.5-43.5'/0.01"
Depth
(feet)
Recovery
(percent)
Blows per
6-inches
Logged By:Daniel Forbes
CCPMW-6s Boring Log
Project:Cliffside CCP Landfill - Phase II Monitoring Well Installation
Project No.:48509-106696
Location Code:CCPMW-6s
Location:Cliffside, North Carolina
Driller:South Atlantic Environmental Drilling and Construction Company, Inc.
Drilling Method/Drill Rig: Hollow-Stem Auger/Deidrich D-50
Formation Description
Well Construction
Above-Grade Completion with
Protective Bollards, 2' x 2'
Concrete Pad, Expansion Cap, and
Lock
1
Hand
Auger
TOPSOIL, sandy, trace silt and rock fragments, organics, brown, light and dark brown, and reddish brown,
sand fine-grained, loose, moist
2
CLAY, sandy, silty, trace rock fragments, reddish brown, and brown, sand fine-grained, medium stiff,
dry to moist (Residuum) 3
4
5 92 2-3-4-7 SAND, silty, trace clay, reddish brown, very fine- to fine-grained, loose, micaceous, dry to moist
(Residuum/Saprolite)6
7
18
8
SAND, silty, trace weathered rock, brown and reddish brown, light and orangish brown, and white,
fine- to coarse-grained, loose to medium dense, micaceous, dry
(Saprolite)
9
10 79 3-2-4-7
11
12
13
14
15 100 3-5-6-8
16
17
19
SAND, silty, trace weathered rock, brown, reddish and orangish brown, and dark orangish brown,
fine-to coarse-grained, loose to medium dense, micaceous, black mineralization, dry
(Saprolite)
20 100 5-6-9-12
21
22
23
24
25
33
100 4-6-7-8
26
27
28
29
30 92 4-4-5-7
31
32
34
SAND, silty, trace weathered rock, brown, reddish and orangish brown, white and dark brown,
fine-to coarse-grained, medium dense, micaceous, black mineralization, moist to wet
(Saprolite)
35 67 11-8-6-8
36
37
Bentonite
Seal
Bentonite
Seal
Start Date:10/21/2015
End Date:10/21/2015
Total Depth: 43.5'
Surface Casing Dia./Depth:None
Well Casing Dia./Depth:2" PVC/33.5'
Screen Dia./Depth/Slot:2" PVC Pre-Packed/ 33.5-43.5'/0.01"
Depth
(feet)
Recovery
(percent)
Blows per
6-inches
Logged By:Daniel Forbes
CCPMW-6s Boring Log
Project:Cliffside CCP Landfill - Phase II Monitoring Well Installation
Project No.:48509-106696
Location Code:CCPMW-6s
Location:Cliffside, North Carolina
Driller:South Atlantic Environmental Drilling and Construction Company, Inc.
Drilling Method/Drill Rig: Hollow-Stem Auger/Deidrich D-50
Formation Description
Well Construction
Above-Grade Completion with
Protective Bollards, 2' x 2'
Concrete Pad, Expansion Cap, and
Lock
38
SAND, trace silt and weathered rock, white and very light to light brown, brown and orangish brown, and
dark orangish brown, fine-to coarse-grained, very dense, micaceous, black mineralization, wet
(Partially Weathered Rock)
39
40 63 16-17-50/5.75"
41
42
43
44
Auger refusal at 43.5 feet.
45
2-inch
PVC
End
Cap
Page 6 of 8 CCPMW-6s
Start Date:10/22/2015
End Date:10/26/2015
Total Depth: 60'
Surface Casing Dia./Depth:6" PVC/47'
Well Casing Dia./Depth:2" PVC/50'
Screen Dia./Depth/Slot:2" PVC Pre-Packed/ 50-60'/0.01"
Depth
(feet)
Recovery
(percent)
Blows per
6-inches

CCPMW-6d Boring Log
Project:Cliffside CCP Landfill - Phase II Monitoring Well Installation
Project No.:48509-106696
67 11-8-6-8
SAND, silty, trace weathered rock, brown, reddish and orangish brown, white and dark brown,
fine-to coarse-grained, medium dense, micaceous, black mineralization, moist to wet
(Saprolite)
92 2-3-4-7
79 3-2-4-7
100 3-5-6-8
100 5-6-9-12
100 4-6-7-8
92 4-4-5-7
Logged By:Daniel Forbes/Mathew Colone
Drilling Method/Drill Rig: Hollow-Stem Auger/Deidrich D-50
Formation Description
Location Code:CCPMW-6d
Location:Cliffside, North Carolina
Driller:South Atlantic Environmental Drilling and Construction Company, Inc.
CLAY, sandy, silty, trace rock fragments, reddish brown, and brown, sand fine-grained, medium stiff,
dry to moist
(Residuum)
TOPSOIL, sandy, trace silt and rock fragments, organics, brown, light and dark brown, and reddish brown,
sand fine-grained, loose, moist
Hand
Auger
4
5
6
7
8
9
14
16
17
18
19
15
1
2
3
10
11
12
13
31
32
33
34
20
21
26
27
28
Well Construction
Above-Grade Completion with
Protective Bollards, 2' x 2' Concrete
Pad, Expansion Cap, and Lock
SAND, silty, trace clay, reddish brown, very fine- to fine-grained, loose, micaceous, dry to moist
(Residuum/Saprolite)
SAND, silty, trace weathered rock, brown and reddish brown, light and orangish brown, and white,
fine- to coarse-grained, loose to medium dense, micaceous, dry
(Saprolite)
SAND, silty, trace weathered rock, brown, reddish and orangish brown, and dark orangish brown,
fine-to coarse-grained, loose to medium dense, micaceous, black mineralization, dry
(Saprolite)
36
37
29
35
22
23
24
25
30
6" PVC
Casing
Start Date:10/22/2015
End Date:10/26/2015
Total Depth: 60'
Surface Casing Dia./Depth:6" PVC/47'
Well Casing Dia./Depth:2" PVC/50'
Screen Dia./Depth/Slot:2" PVC Pre-Packed/ 50-60'/0.01"
Depth
(feet)
Recovery
(percent)
Blows per
6-inches
CCPMW-6d Boring Log
Project:Cliffside CCP Landfill - Phase II Monitoring Well Installation
Project No.:48509-106696
Logged By:Daniel Forbes/Mathew Colone
Drilling Method/Drill Rig: Hollow-Stem Auger/Deidrich D-50
Formation Description
Location Code:CCPMW-6d
Location:Cliffside, North Carolina
Driller:South Atlantic Environmental Drilling and Construction Company, Inc.
Well Construction
Above-Grade Completion with
Protective Bollards, 2' x 2' Concrete
Pad, Expansion Cap, and Lock
63 16-17-50/5.75"
46
47
48
44
45
43
42
38
39
40
41
59
60
61 Boring terminated at 60 feet.
SAND, trace silt and weathered rock, white and very light to light brown, brown and orangish brown, and
dark orangish brown, fine-to coarse-grained, very dense, micaceous, black mineralization, wet
(Partially Weathered Rock)
BIOTITE GNEISS, light to dark gray, and black, dense
FRACTURES (mutiple), water-producing
BIOTITE GNEISS, light to dark gray, and black, dense
54
55
56
57
58
49
50
51
52
53
2-inch
PVC
End
Cap
6" PVC
Casing
6" PVC
Casing
Bentonite
Seal
Bentonite
Seal
Page 8 of 8 CCPMW-6d
Rich Lemire
2593A
SAEDACCO Inc
CCPMW-6S
X
10-22-2015 CCPMW-6S
DUKE ENERGY CAROLINAS, LLC CLIFFSIDE
573 DUKE POWER RD, MOORESBORO, NC, 28114
RUTHERFORD
35.207899 81.762824
X
X
1
43.5
32.5
8.25"
AUGER
0 33.5 2"SCH40 PVC
33.5 43.5 2" .010 SCH40 PVC
0 28' PORTLAND TREMMIE
31' 43.5 SAND #2
0 10' RED CLAY/SILT
10' 38' SAPROLITE
33' 43.5 PWR
43.5 ROCK
BENTONITE FROM 28'TO 31'.
10/22/2015
Rich Lemire
2593A
SAEDACCO Inc
CCPMW-5
X
10-23-2015 CCPMW-5
DUKE ENERGY CAROLINAS, LLC CLIFFSIDE
573 DUKE POWER RD, MOORESBORO, NC, 28114
RUTHERFORD
35.207899 81.762824
X
X
1
72.5
59'
4"
AIR
0 62.5 2"SCH40 PVC
62.5 72.5 2" .010 SCH40 PVC
0 55' PORTLAND TREMMIE
59' 72.5 SAND #2
0 10' RED CLAY/SILT
10' 23' SAPROLITE
23' 28' PWR
28'ROCK
BENTONITE FROM 55'TO59'.
10/23/2015
Rich Lemire
2593A
SAEDACCO Inc
CCPMW-4
X
10-26-2015 CCPMW-4
DUKE ENERGY CAROLINAS, LLC CLIFFSIDE
573 DUKE POWER RD, MOORESBORO, NC, 28114
RUTHERFORD
35.207899 81.762824
X
X
1
65'
47'
4"
AIR
0 50' 2"SCH40 PVC
50' 65' 2" .010 SCH40 PVC
0 40' PORTLAND TREMMIE
46' 65' SAND #2
0 10' RED CLAY/SILT
10' 19' SAPROLITE
19' 20.5 PWR
20.5 ROCK
BENTONITE FROM 40'TO 46'.
10/26/2015
Rich Lemire
2593A
SAEDACCO Inc
CCPMW-6D
X
10-26-2015 CCPMW-6D
DUKE ENERGY CAROLINAS, LLC CLIFFSIDE
573 DUKE POWER RD, MOORESBORO, NC, 28114
RUTHERFORD
35.207899 81.762824
X
X
1
60'
43'
5.5"
AIR
0 50' 2"SCH40 PVC
0 47' 6"SCH40 PVC
50' 60' 2" .010 SCH40 PVC
0 46' PORTLAND TREMMIE
48' 60' SAND #2
0 10' RED CLAY/SILT
10' 33' SAPROLITE
33' 43' PWR
43.5 ROCK
BENTONITE FROM 46'TO 48'.
10/26/2015

Appendix B
Analytical Requirements

Appendix C
Groundwater Purging and Sampling Guidelines
Solid Waste Section
Guidelines for Groundwater, Soil, and Surface
Water Sampling

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WASTE MANAGEMENT
SOLID WASTE SECTION

General Sampling Procedures
The following guidance is provided to insure a consistent sampling approach so that sample
collection activities at solid waste management facilities provide reliable data. Sampling must
begin with an evaluation of facility information, historical environmental data and site geologic
and hydrogeologic conditions. General sampling procedures are described in this document.

Planning
Begin sampling activities with planning and coordination. The party contracting with the
laboratory is responsible for effectively communicating reporting requirements and evaluating
data reliability as it relates to specific monitoring activities.

Sample Collection
Contamination Prevention
a.) Take special effort to prevent cross contamination or environmental contamination
when collecting samples.
1. If possible, collect samples from the least contaminated sampling location
(or background sampling location, if applicable) to the most contaminated
sampling location.
2. Collect the ambient or background samples first, and store them in
separate ice chests or separate shipping containers within the same ice
chest (e.g. untreated plastic bags).
3. Collect samples in flowing water at designated locations from upstream to
downstream.
b.) Do not store or ship highly contaminated samples (concentrated wastes, free product,
etc.) or samples suspect of containing high concentrations of contaminants in the
same ice chest or shipping containers with other environmental samples.
1. Isolate these sample containers by sealing them in separate, untreated
plastic bags immediately after collecting, preserving, labeling, etc.
2. Use a clean, untreated plastic bag to line the ice chest or shipping
container.
c.) All sampling equipment should be thoroughly decontaminated and transported in a
manner that does not allow it to become contaminated. Arrangements should be
made ahead of time to decontaminate any sampling or measuring equipment that will
be reused when taking samples from more than one well. Field decontamination of
Rev 4-08 1
sampling equipment will be necessary before sampling each well to minimize the risk
of cross contamination. Decontamination procedures should be included in reports as
necessary. Certified pre-cleaned sampling equipment and containers may be used.
When collecting aqueous samples, rinse the sample collection equipment with a
portion of the sample water before taking the actual sample. Sample containers do not
need to be rinsed. In the case of petroleum hydrocarbons, oil and grease, or
containers with pre-measured preservatives, the sample containers cannot be rinsed.
d.) Place all fuel-powered equipment away from, and downwind of, any site activities
(e.g., purging, sampling, decontamination).
1. If field conditions preclude such placement (i.e., the wind is from the
upstream direction in a boat), place the fuel source(s) as far away as
possible from the sampling activities and describe the conditions in the
field notes.
2. Handle fuel (i.e., filling vehicles and equipment) prior to the sampling
day. If such activities must be performed during sampling, the personnel
must wear disposable gloves.
3. Dispense all fuels downwind. Dispose of gloves well away from the
sampling activities.
Filling Out Sample Labels
Fill out label, adhere to vial and collect sample. Print legibly with indelible ink. At a
minimum, the label or tag should identify the sample with the following information:
1. Sample location and/or well number
2. Sample identification number
3. Date and time of collection
4. Analysis required/requested
5. Sampler’s initials
6. Preservative(s) used, if any [i.e., HCl, Na2S2O3, NO3, ice, etc.]
7. Any other pertinent information for sample identification
Sample Collection Order
Unless field conditions justify other sampling regimens, collect samples in the following
order:
1. Volatile Organics and Volatile Inorganics
2. Extractable Organics, Petroleum Hydrocarbons, Aggregate Organics and
Oil and Grease
3. Total Metals
4. Inorganic Nonmetallics, Physical and Aggregate Properties, and
Biologicals
5. Microbiological
NOTE: If the pump used to collect groundwater samples cannot be used to collect volatile or
extractable organics then collect all other parameters and withdraw the pump and tubing. Then
collect the volatile and extractable organics.

Rev 4-08 2
Health and Safety
Implement all local, state, and federal requirements relating to health and safety. Follow all
local, state and federal requirements pertaining to the storage and disposal of any hazardous or
investigation derived wastes.
a.) The Solid Waste Section recommends wearing protective gloves when conducting all
sampling activities.
1. Gloves serve to protect the sample collector from potential exposure to sample
constituents, minimize accidental contamination of samples by the collector,
and preserve accurate tare weights on preweighed sample containers.
2. Do not let gloves come into contact with the sample or with the interior or lip
of the sample container. Use clean, new, unpowdered and disposable gloves.
Various types of gloves may be used as long as the construction materials do
not contaminate the sample or if internal safety protocols require greater
protection.
3. Note that certain materials that may potentially be present in concentrated
effluent can pass through certain glove types and be absorbed in the skin.
Many vendor catalogs provide information about the permeability of different
gloves and the circumstances under which the glove material might be
applicable. The powder in powdered gloves can contribute significant
contamination. Powdered gloves are not recommended unless it can be
demonstrated that the powder does not interfere with the sample analysis.
4. Change gloves after preliminary activities, after collecting all the samples at a
single sampling point, if torn or used to handle extremely dirty or highly
contaminated surfaces. Properly dispose of all used gloves as investigation
derived wastes.
b.) Properly manage all investigation derived waste (IDW).
5. To prevent contamination into previously uncontaminated areas, properly
manage all IDW. This includes all water, soil, drilling mud, decontamination
wastes, discarded personal protective equipment (PPE), etc. from site
investigations, exploratory borings, piezometer and monitoring well
installation, refurbishment, abandonment, and other investigative activities.
Manage all IDW that is determined to be RCRA-regulated hazardous waste
according to the local, state and federal requirements.
6. Properly dispose of IDW that is not a RCRA-regulated hazardous waste but is
contaminated above the Department’s Soil Cleanup Target Levels or the state
standards and/or minimum criteria for ground water quality. If the drill
cuttings/mud orpurged well water is contaminated with hazardous waste,
contact the DWM Hazardous Waste Section (919-508-8400) for disposal
options. Maintain all containers holding IDW in good condition. Periodically
inspect the containers for damage and ensure that all required labeling (DOT,
RCRA, etc.) are clearly visible.

Rev 4-08 3
Sample Storage and Transport
Store samples for transport carefully. Pack samples to prevent from breaking and to maintain a
temperature of approximately 4 degrees Celsius (°C), adding ice if necessary. Transport samples
to a North Carolina-certified laboratory as soon as possible. Avoid unnecessary handling of
sample containers. Avoid heating (room temperature or above, including exposure to sunlight)
or freezing of the sample containers. Reduce the time between sample collection and delivery to
a laboratory whenever possible and be sure that the analytical holding times of your samples can
be met by the laboratory.
a.) A complete chain-of-custody (COC) form must be maintained to document all
transfers and receipts of the samples. Be sure that the sample containers are labeled
with the sample location and/or well number, sample identification, the date and time
of collection, the analysis to be performed, the preservative added (if any), the
sampler’s initials, and any other pertinent information for sample identification. The
labels should contain a unique identifier (i.e., unique well numbers) that can be traced
to the COC form. The details of sample collection must be documented on the COC.
The COC must include the following:
1. Description of each sample (including QA/QC samples) and the number of
containers (sample location and identification)
2. Signature of the sampler
3. Date and time of sample collection
4. Analytical method to be performed
5. Sample type (i.e., water or soil)
6. Regulatory agency (i.e., NCDENR/DWM – SW Section)
7. Signatures of all persons relinquishing and receiving custody of the
samples
8. Dates and times of custody transfers
b.) Pack samples so that they are segregated by site, sampling location or by sample
analysis type. When COC samples are involved, segregate samples in coolers by site.
If samples from multiple sites will fit in one cooler, they may be packed in the same
cooler with the associated field sheets and a single COC form for all. Coolers should
not exceed a maximum weight of 50 lbs. Use additional coolers as necessary. All
sample containers should be placed in plastic bags (segregated by analysis and
location) and completely surrounded by ice.
1. Prepare and place trip blanks in an ice filled cooler before leaving for the
field.
2. Segregate samples by analysis and place in sealable plastic bags.
3. Pack samples carefully in the cooler placing ice around the samples.
4. Review the COC. The COC form must accompany the samples to the
laboratory. The trip blank(s) must also be recorded on the COC form.
5. Place completed COC form in a waterproof bag, sealed and taped under
the lid of the cooler.
6. Secure shipping containers with strapping tape to avoid accidental
opening.
7. For COC samples, a tamper-proof seal may also be placed over the cooler
lid or over a bag or container containing the samples inside the shipping
cooler.
Rev 4-08 4
8. "COC" or "EMERG" should be written in indelible ink on the cooler seal
to alert sample receipt technicians to priority or special handling samples.
9. The date and sample handler's signature must also be written on the COC
seal.
10. Deliver the samples to the laboratory or ship by commercial courier.
NOTE: If transport time to the laboratory is not long enough to allow
samples to be cooled to 4° C, a temperature reading of the sample source
must be documented as the field temperature on the COC form. A
downward trend in temperature will be adequate even if cooling to 4° C is
not achieved. The field temperature should always be documented if there
is any question as to whether samples will have time to cool to 4° C during
shipment. Thermometers must be calibrated annually against an NIST
traceable thermometer and documentation must be retained.

Rev 4-08 5
Appendix A - Decontamination of Field Equipment
Decontamination of personnel, sampling equipment, and containers - before and after
sampling - must be used to ensure collection of representative samples and to prevent the
potential spread of contamination. Decontamination of personnel prevents ingestion and
absorption of contaminants. It must be done with a soap and water wash and deionized or
distilled water rinse. Certified pre-cleaned sampling equipment and containers may also be used.

All previously used sampling equipment must be properly decontaminated before sampling and
between sampling locations. This prevents the introduction of contamination into
uncontaminated samples and avoids cross-contamination of samples. Cross-contamination can
be a significant problem when attempting to characterize extremely low concentrations of
organic compounds or when working with soils that are highly contaminated.

Clean, solvent-resistant gloves and appropriate protective equipment must be worn by
persons decontaminating tools and equipment.

Cleaning Reagents
Recommendations for the types and grades of various cleaning supplies are outlined below.
The recommended reagent types or grades were selected to ensure that the cleaned equipment is
free from any detectable contamination.
a.) Detergents: Use Liqui-Nox (or a non-phosphate equivalent) or Alconox (or
equivalent). Liqui-Nox (or equivalent) is recommended by EPA, although Alconox
(or equivalent) may be substituted if the sampling equipment will not be used to
collect phosphorus or phosphorus containing compounds.
b.) Solvents: Use pesticide grade isopropanol as the rinse solvent in routine equipment
cleaning procedures. This grade of alcohol must be purchased from a laboratory
supply vendor. Rubbing alcohol or other commonly available sources of isopropanol
are not acceptable. Other solvents, such as acetone or methanol, may be used as the
final rinse solvent if they are pesticide grade. However, methanol is more toxic to the
environment and acetone may be an analyte of interest for volatile organics.

1. Do not use acetone if volatile organics are of interest
2. Containerize all methanol wastes (including rinses) and dispose as a
hazardous waste.

Pre-clean equipment that is heavily contaminated with organic analytes. Use reagent
grade acetone and hexane or other suitable solvents. Use pesticide grade methylene
chloride when cleaning sample containers. Store all solvents away from potential
sources of contamination.
c.) Analyte-Free Water Sources: Analyte-free water is water in which all analytes of
interest and all interferences are below method detection limits. Maintain
documentation (such as results from equipment blanks) to demonstrate the reliability
and purity of analyte-free water source(s). The source of the water must meet the
requirements of the analytical method and must be free from the analytes of interest.
In general, the following water types are associated with specific analyte groups:
1. Milli-Q (or equivalent polished water): suitable for all analyses.
Rev 4-08 6
2. Organic-free: suitable for volatile and extractable organics.
3. Deionized water: may not be suitable for volatile and extractable
organics.
4. Distilled water: not suitable for volatile and extractable organics, metals
or ultratrace metals.
Use analyte-free water for blank preparation and the final decontamination water
rinse. In order to minimize long-term storage and potential leaching problems, obtain
or purchase analyte-free water just prior to the sampling event. If obtained from a
source (such as a laboratory), fill the transport containers and use the contents for a
single sampling event. Empty the transport container(s) at the end of the sampling
event. Discard any analyte-free water that is transferred to a dispensing container
(such as a wash bottle or pump sprayer) at the end of each sampling day.
d.) Acids:
1. Reagent Grade Nitric Acid: 10 - 15% (one volume concentrated nitric acid
and five volumes deionized water). Use for the acid rinse unless nitrogen
components (e.g., nitrate, nitrite, etc.) are to be sampled. If sampling for
ultra-trace levels of metals, use an ultra-pure grade acid.
2. Reagent Grade Hydrochloric Acid: 10% hydrochloric acid (one volume
concentrated hydrochloric and three volumes deionized water). Use when
nitrogen components are to be sampled.
3. If samples for both metals and the nitrogen-containing components are
collected with the equipment, use the hydrochloric acid rinse, or
thoroughly rinse with hydrochloric acid after a nitric acid rinse. If
sampling for ultra trace levels of metals, use an ultra-pure grade acid.
4. Freshly prepared acid solutions may be recycled during the sampling event
or cleaning process. Dispose of any unused acids according to local
ordinances.

Reagent Storage Containers
The contents of all containers must be clearly marked.
a.) Detergents:
1. Store in the original container or in a HDPE or PP container.
b.) Solvents:
1. Store solvents to be used for cleaning or decontamination in the original
container until use in the field. If transferred to another container for field
use, use either a glass or Teflon container.
2. Use dispensing containers constructed of glass, Teflon or stainless steel.
Note: If stainless steel sprayers are used, any gaskets that contact the
solvents must be constructed of inert materials.
c.) Analyte-Free Water:
1. Transport in containers appropriate for the type of water stored. If the
water is commercially purchased (e.g., grocery store), use the original
containers when transporting the water to the field. Containers made of
glass, Teflon, polypropylene or HDPE are acceptable.
2. Use glass or Teflon to transport organic-free sources of water on-site.
Polypropylene or HDPE may be used, but are not recommended.
Rev 4-08 7
3. Dispense water from containers made of glass, Teflon, HDPE or
polypropylene.
4. Do not store water in transport containers for more than three days before
beginning a sampling event.
5. If working on a project that has oversight from EPA Region 4, use glass
containers for the transport and storage of all water.
6. Store and dispense acids using containers made of glass, Teflon or plastic.

General Requirements
a.) Prior to use, clean/decontaminate all sampling equipment (pumps, tubing, lanyards,
split spoons, etc.) that will be exposed to the sample.
b.) Before installing, clean (or obtain as certified pre-cleaned) all equipment that is
dedicated to a single sampling point and remains in contact with the sample medium
(e.g., permanently installed groundwater pump). If you use certified pre-cleaned
equipment no cleaning is necessary.
1. Clean this equipment any time it is removed for maintenance or repair.
2. Replace dedicated tubing if discolored or damaged.
c.) Clean all equipment in a designated area having a controlled environment (house,
laboratory, or base of field operations) and transport it to the field, pre-cleaned and
ready to use, unless otherwise justified.
d.) Rinse all equipment with water after use, even if it is to be field-cleaned for other
sites. Rinse equipment used at contaminated sites or used to collect in-process (e.g.,
untreated or partially treated wastewater) samples immediately with water.
e.) Whenever possible, transport sufficient clean equipment to the field so that an entire
sampling event can be conducted without the need for cleaning equipment in the
field.
f.) Segregate equipment that is only used once (i.e., not cleaned in the field) from clean
equipment and return to the in-house cleaning facility to be cleaned in a controlled
environment.
g.) Protect decontaminated field equipment from environmental contamination by
securely wrapping and sealing with one of the following:
1. Aluminum foil (commercial grade is acceptable)
2. Untreated butcher paper
3. Clean, untreated, disposable plastic bags. Plastic bags may be used for all
analyte groups except volatile and extractable organics. Plastic bags may
be used for volatile and extractable organics, if the equipment is first
wrapped in foil or butcher paper, or if the equipment is completely dry.

Cleaning Sample Collection Equipment
a.) On-Site/In-Field Cleaning – Cleaning equipment on-site is not recommended because
environmental conditions cannot be controlled and wastes (solvents and acids) must
be containerized for proper disposal.
1. Ambient temperature water may be substituted in the hot, sudsy water bath
and hot water rinses.
NOTE: Properly dispose of all solvents and acids.
Rev 4-08 8
2. Rinse all equipment with water after use, even if it is to be field-cleaned
for other sites.
3. Immediately rinse equipment used at contaminated sites or used to collect
in-process (e.g., untreated or partially treated wastewater) samples with
water.
b.) Heavily Contaminated Equipment - In order to avoid contaminating other samples,
isolate heavily contaminated equipment from other equipment and thoroughly
decontaminate the equipment before further use. Equipment is considered heavily
contaminated if it:
1. Has been used to collect samples from a source known to contain
significantly higher levels than background.
2. Has been used to collect free product.
3. Has been used to collect industrial products (e.g., pesticides or solvents) or
their byproducts.
NOTE: Cleaning heavily contaminated equipment in the field is not recommended.
c.) On-Site Procedures:
1. Protect all other equipment, personnel and samples from exposure by
isolating the equipment immediately after use.
2. At a minimum, place the equipment in a tightly sealed, untreated, plastic
bag.
3. Do not store or ship the contaminated equipment next to clean,
decontaminated equipment, unused sample containers, or filled sample
containers.
4. Transport the equipment back to the base of operations for thorough
decontamination.
5. If cleaning must occur in the field, document the effectiveness of the
procedure, collect and analyze blanks on the cleaned equipment.
d.) Cleaning Procedures:
1. If organic contamination cannot be readily removed with scrubbing and a
detergent solution, pre-rinse equipment by thoroughly rinsing or soaking
the equipment in acetone.
2. Use hexane only if preceded and followed by acetone.
3. In extreme cases, it may be necessary to steam clean the field equipment
before proceeding with routine cleaning procedures.
4. After the solvent rinses (and/or steam cleaning), use the appropriate
cleaning procedure. Scrub, rather than soak, all equipment with sudsy
water. If high levels of metals are suspected and the equipment cannot be
cleaned without acid rinsing, soak the equipment in the appropriate acid.
Since stainless steel equipment should not be exposed to acid rinses, do
not use stainless steel equipment when heavy metal contamination is
suspected or present.
5. If the field equipment cannot be cleaned utilizing these procedures,
discard unless further cleaning with stronger solvents and/or oxidizing
solutions is effective as evidenced by visual observation and blanks.
6. Clearly mark or disable all discarded equipment to discourage use.
Rev 4-08 9
e.) General Cleaning - Follow these procedures when cleaning equipment under
controlled conditions. Check manufacturer's instructions for cleaning restrictions
and/or recommendations.
1. Procedure for Teflon, stainless steel and glass sampling equipment: This
procedure must be used when sampling for ALL analyte groups.
(Extractable organics, metals, nutrients, etc. or if a single decontamination
protocol is desired to clean all Teflon, stainless steel and glass equipment.)
Rinse equipment with hot tap water. Soak equipment in a hot, sudsy water
solution (Liqui-Nox or equivalent). If necessary, use a brush to remove
particulate matter or surface film. Rinse thoroughly with hot tap water. If
samples for trace metals or inorganic analytes will be collected with the
equipment that is not stainless steel, thoroughly rinse (wet all surfaces)
with the appropriate acid solution. Rinse thoroughly with analyte-free
water. Make sure that all equipment surfaces are thoroughly flushed with
water. If samples for volatile or extractable organics will be collected,
rinse with isopropanol. Wet equipment surfaces thoroughly with free-
flowing solvent. Rinse thoroughly with analyte-free water. Allow to air
dry. Wrap and seal as soon as the equipment has air-dried. If isopropanol
is used, the equipment may be air-dried without the final analyte-free
water rinse; however, the equipment must be completely dry before
wrapping or use. Wrap clean sampling equipment according to the
procedure described above.
2. General Cleaning Procedure for Plastic Sampling Equipment: Rinse
equipment with hot tap water. Soak equipment in a hot, sudsy water
solution (Liqui-Nox or equivalent). If necessary, use a brush to remove
particulate matter or surface film. Rinse thoroughly with hot tap water.
Thoroughly rinse (wet all surfaces) with the appropriate acid solution.
Check manufacturer's instructions for cleaning restrictions and/or
recommendations. Rinse thoroughly with analyte-free water. Be sure that
all equipment surfaces are thoroughly flushed. Allow to air dry as long as
possible. Wrap clean sampling equipment according to the procedure
described above.

Rev 4-08 10

Appendix B - Collecting Soil Samples
Soil samples are collected for a variety of purposes. A methodical sampling approach must be
used to assure that sample collection activities provide reliable data. Sampling must begin with
an evaluation of background information, historical data and site conditions.

Soil Field Screening Procedures
Field screening is the use of portable devices capable of detecting petroleum contaminants on
a real-time basis or by a rapid field analytical technique. Field screening should be used to help
assess locations where contamination is most likely to be present.

When possible, field-screening samples should be collected directly from the excavation or
from the excavation equipment's bucket. If field screening is conducted only from the
equipment's bucket, then a minimum of one field screening sample should be collected from
each 10 cubic yards of excavated soil. If instruments or other observations indicate
contamination, soil should be separated into stockpiles based on apparent degrees of
contamination. At a minimum, soil suspected of contamination must be segregated from soil
observed to be free of contamination.

a.) Field screening devices – Many field screen instruments are available for detecting
contaminants in the field on a rapid or real-time basis. Acceptable field screening
instruments must be suitable for the contaminant being screened. The procdedure for
field screening using photoionization detectors (PIDs) and flame ionization detectors
(FIDs) is described below. If other instruments are used, a description of the
instrument or method and its intended use must be provided to the Solid Waste
Section. Whichever field screening method is chosen, its accuracy must be verified
throughout the sampling process. Use appropriate standards that match the use
intended for the data. Unless the Solid Waste Section indicates otherwise, wherever
field screening is recommended in this document, instrumental or analytical methods
of detection must be used, not olfactory or visual screening methods.

b.) Headspace analytical screening procedure for filed screening (semi-quantitative field
screening) - The most commonly used field instruments for Solid Waste Section site
assessments are FIDs and PIDs. When using FIDs and PIDs, use the following
headspace screening procedure to obtain and analyze field-screening samples:
1. Partially fill (one-third to one-half) a clean jar or clean ziplock bag with
the sample to be analyzed. The total capacity of the jar or bag may not be
less than eight ounces (app. 250 ml), but the container should not be so
large as to allow vapor diffusion and stratification effects to significantly
affect the sample.
2. If the sample is collected from a spilt-spoon, it must be transferred to the
jar or bag for headspace analysis immediately after opening the split-
spoon. If the sample is collected from an excavation or soil pile, it must
be collected from freshly uncovered soil.
Rev 4-08 11
3. If a jar is used, it must be quickly covered with clean aluminum foil or a
jar lid; screw tops or thick rubber bands must be used to tightly seal the
jar. If a zip lock bag is used, it must be quickly sealed shut.
4. Headspace vapors must be allowed to develop in the container for at least
10 minutes but no longer than one hour. Containers must be shaken or
agitated for 15 seconds at the beginning and the end of the headspace
development period to assist volatilization. Temperatures of the
headspace must be warmed to at least 5° C (approximately 40° F) with
instruments calibrated for the temperature used.
5. After headspace development, the instrument sampling probe must be
inserted to a point about one-half the headspace depth. The container
opening must be minimized and care must be taken to avoid the uptake of
water droplets and soil particulates.
6. After probe insertion, the highest meter reading must be taken and
recorded. This will normally occur between two and five seconds after
probe insertion. If erratic meter response occurs at high organic vapor
concentrations or conditions of elevated headspace moisture, a note to that
effect must accompany the headspace data.
7. All field screening results must be documented in the field record or log
book.

Soil Sample Collection Procedures for Laboratory Samples
The number and type of laboratory samples collected depends on the purpose of the sampling
activity. Samples analyzed with field screening devices may not be substituted for required
laboratory samples.

a.) General Sample Collection - When collecting samples from potentially contaminated
soil, care should be taken to reduce contact with skin or other parts of the body.
Disposable gloves should be worn by the sample collector and should be changed
between samples to avoid cross-contamination. Soil samples should be collected in a
manner that causes the least disturbance to the internal structure of the sample and
reduces its exposure to heat, sunlight and open air. Likewise, care should be taken to
keep the samples from being contaminated by other materials or other samples
collected at the site. When sampling is to occur over an extended period of time, it is
necessary to insure that the samples are collected in a comparable manner. All
samples must be collected with disposable or clean tools that have been
decontaminated. Disposable gloves must be worn and changed between sample
collections. Sample containers must be filled quickly. Soil samples must be placed
in containers in the order of volatility, for example, volatile organic aromatic samples
must be taken first, organics next, then heavier range organics, and finally soil
classification samples. Containers must be quickly and adequately sealed, and rims
must be cleaned before tightening lids. Tape may be used only if known not to affect
sample analysis. Sample containers must be clearly labeled. Containers must
immediately be preserved according to procedures in this Section. Unless specified
Rev 4-08 12
otherwise, at a minimum, the samples must be immediately cooled to 4 ± 2°C and this
temperature must be maintained throughout delivery to the laboratory.
b.) Surface Soil Sampling - Surface soil is generally classified as soil between the ground
surface and 6-12 inches below ground surface. Remove leaves, grass and surface
debris from the area to be sampled. Select an appropriate, pre-cleaned sampling
device and collect the sample. Transfer the sample to the appropriate sample
container. Clean the outside of the sample container to remove excess soil. Label the
sample container, place on wet ice to preserve at 4°C, and complete the field notes.
c.) Subsurface Soil Sampling – The interval begins at approximately 12 inches below
ground surface. Collect samples for volatile organic analyses. For other analyses,
select an appropriate, pre-cleaned sampling device and collect the sample. Transfer
the sample to the appropriate sample container. Clean the outside of the sample
container to remove excess soil. Label the sample container, place on wet ice to
preserve at 4°C, and complete field notes.
d.) Equipment for Reaching the Appropriate Soil Sampling Depth - Samples may be
collected using a hollow stem soil auger, direct push, Shelby tube, split-spoon
sampler, or core barrel. These sampling devices may be used as long as an effort is
made to reduce the loss of contaminants through volatilization. In these situations,
obtain a sufficient volume of so the samples can be collected without volatilization
and disturbance to the internal structure of the samples. Samples should be collected
from cores of the soil. Non-disposable sampling equipment must be decontaminated
between each sample location. NOTE: If a confining layer has been breached during
sampling, grout the hole to land.
e.) Equipment to Collect Soil Samples - Equipment and materials that may be used to
collect soil samples include disposable plastic syringes and other “industry-standard”
equipment and materials that are contaminant-free. Non-disposable sampling
equipment must be decontaminated between each sample location.

Rev 4-08 13
Appendix C - Collecting Groundwater Samples
Groundwater samples are collected to identify, investigate, assess and monitor the concentration
of dissolved contaminant constituents. To properly assess groundwater contamination, first
install sampling points (monitoring wells, etc.) to collect groundwater samples and then perform
specific laboratory analyses. All monitoring wells should be constructed in accordance with 15A
NCAC 2C .0100 and sampled as outlined in this section. Groundwater monitoring is conducted
using one of two methods:

1. Portable Monitoring: Monitoring that is conducted using sampling equipment that is
discarded between sampling locations. Equipment used to collect a groundwater sample
from a well such as bailers, tubing, gloves, and etc. are disposed of after sample
collection. A new set of sampling equipment is used to collect a groundwater sample at
the next monitor well.

2. Dedicated Monitoring: Monitoring that utilizes permanently affixed down-well and well
head components that are capped after initial set-up. Most dedicated monitoring systems
are comprised of an in-well submersible bladder pump, with air supply and sample
discharge tubing, and an above-ground driver/controller for regulation of flow rates and
volumes. The pump and all tubing housed within the well should be composed of Teflon
or stainless steel components. This includes seals inside the pump, the pump body, and
fittings used to connect tubing to the pump. Because ground water will not be in contact
with incompatible constituents and because the well is sealed from the surface, virtually
no contamination is possible from intrinsic sources during sampling and between
sampling intervals. All dedicated monitoring systems must be approved by the Solid
Waste Section before installation.

Groundwater samples may be collected from a number of different configurations. Each
configuration is associated with a unique set of sampling equipment requirements and
techniques:

1. Wells without Plumbing: These wells require equipment to be brought to the well to
purge and sample unless dedicated equipment is placed in the well.

2. Wells with In-Place Plumbing: Wells with in-place plumbing do not require equipment
to be brought to the well to purge and sample. In-place plumbing is generally considered
permanent equipment routinely used for purposes other than purging and sampling, such
as for water supply.

3. Air Strippers or Remedial Systems: These types of systems are installed as remediation
devices.

Rev 4-08 14
Groundwater Sample Preparation
The type of sample containers used depends on the type of analysis performed. First,
determine the type(s) of contaminants expected and the proper analytical method(s). Be sure to
consult your selected laboratory for its specific needs and requirements prior to sampling.

Next, prepare the storage and transport containers (ice chest, etc.) before taking any samples so
that each sample can be placed in a chilled environment immediately after collection.

Use groundwater purging and sampling equipment constructed of only non-reactive, non-
leachable materials that are compatible with the environment and the selected analytes. In
selecting groundwater purging and sampling equipment, give consideration to the depth of the
well, the depth to groundwater, the volume of water to be evacuated, the sampling and purging
technique, and the analytes of interest. Additional supplies, such as reagents and preservatives,
may be necessary.

All sampling equipment (bailers, tubing, containers, etc.) must be selected based on its
chemical compatibility with the source being sampled (e.g., water supply well, monitoring well)
and the contaminants potentially present.

a.) Pumps - All pumps or pump tubing must be lowered and retrieved from the well
slowly and carefully to minimize disturbance to the formation water. This is
especially critical at the air/water interface.
1. Above-Ground Pumps
• Variable Speed Peristaltic Pump: Use a variable speed peristaltic
pump to purge groundwater from wells when the static water level
in the well is no greater than 20- 25 feet below land surface (BLS).
If the water levels are deeper than 18-20 feet BLS, the pumping
velocity will decrease. A variable speed peristaltic pump can be
used for normal purging and sampling, and sampling low
permeability aquifers or formations. Most analyte groups can be
sampled with a peristaltic pump if the tubing and pump
configurations are appropriate.
• Variable Speed Centrifugal Pump: A variable speed centrifugal
pump can be used to purge groundwater from 2-inch and larger
internal diameter wells. Do not use this type of pump to collect
groundwater samples. When purging is complete, do not allow the
water that remains in the tubing to fall back into the well. Install a
check valve at the end of the purge tubing.
2. Submersible Pumps
• Variable Speed Electric Submersible Pump: A variable speed
submersible pump can be used to purge and sample groundwater
from 2-inch and larger internal diameter wells. A variable speed
submersible pump can be used for normal purging and sampling,
and sampling low permeability aquifers or formations. The pump
housing, fittings, check valves and associated hardware must be
constructed of stainless steel. All other materials must be
Rev 4-08 15
compatible with the analytes of interest. Install a check valve at
the output side of the pump to prevent backflow. If purging and
sampling for organics, the entire length of the delivery tube must
be Teflon, polyethylene or polypropylene (PP) tubing; the
electrical cord must be sealed in Teflon, polyethylene or PP and
any cabling must be sealed in Teflon, polyethylene or PP, or be
constructed of stainless steel; and all interior components that
contact the sample water (impeller, seals, gaskets, etc.) must be
constructed of stainless steel or Teflon.
3. Variable Speed Bladder Pump: A variable speed, positive displacement,
bladder pump can be used to purge and sample groundwater from 3/4-inch
and larger internal diameter wells.
• A variable speed bladder pump can be used for normal purging and
sampling, and sampling low permeability aquifers or formations.
• The bladder pump system is composed of the pump, the
compressed air tubing, the water discharge tubing, the controller
and a compressor, or a compressed gas supply.
• The pump consists of a bladder and an exterior casing or pump
body that surrounds the bladder and two (2) check valves. These
parts can be composed of various materials, usually combinations
of polyvinyl chloride (PVC), Teflon, polyethylene, PP and
stainless steel. Other materials must be compatible with the
analytes of interest.
• If purging and sampling for organics, the pump body must be
constructed of stainless steel. The valves and bladder must be
Teflon, polyethylene or PP; the entire length of the delivery tube
must be Teflon, polyethylene or PP; and any cabling must be
sealed in Teflon, polyethylene or PP, or be constructed of stainless
steel.
• Permanently installed pumps may have a PVC pump body as long
as the pump remains in contact with the water in the well.
b.) Bailers
1. Purging: Bailers must be used with caution because improper bailing can
cause changes in the chemistry of the water due to aeration and loosening
particulate matter in the space around the well screen. Use a bailer if there
is non-aqueous phase liquid (free product) in the well or if non-aqueous
phase liquid is suspected to be in the well.
2. Sampling: Bailers must be used with caution.
3. Construction and Type: Bailers must be constructed of materials
compatible with the analytes of interest. Stainless steel, Teflon, rigid
medical grade PVC, polyethylene and PP bailers may be used to sample
all analytes. Use disposable bailers when sampling grossly contaminated
sample sources. NCDENR recommends using dual check valve bailers
when collecting samples. Use bailers with a controlled flow bottom to
collect volatile organic samples.
Rev 4-08 16
4. Contamination Prevention: Keep the bailer wrapped (foil, butcher paper,
etc.) until just before use. Use protective gloves to handle the bailer once
it is removed from its wrapping. Handle the bailer by the lanyard to
minimize contact with the bailer surface.
c.) Lanyards
1. Lanyards must be made of non-reactive, non-leachable material. They
may be cotton twine, nylon, stainless steel, or may be coated with Teflon,
polyethylene or PP.
2. Discard cotton twine, nylon, and non-stainless steel braided lanyards after
sampling each monitoring well.
3. Decontaminate stainless steel, coated Teflon, polyethylene and PP
lanyards between monitoring wells. They do not need to be
decontaminated between purging and sampling operations.

Water Level and Purge Volume Determination
The amount of water that must be purged from a well is determined by the volume of water
and/or field parameter stabilization.

a.) General Equipment Considerations - Selection of appropriate purging equipment
depends on the analytes of interest, the well diameter, transmissivity of the aquifer,
the depth to groundwater, and other site conditions.
1. Use of a pump to purge the well is recommended unless no other
equipment can be used or there is non-aqueous phase liquid in the well, or
non-aqueous phase liquid is suspected to be in the well.
2. Bailers must be used with caution because improper bailing:
• Introduces atmospheric oxygen, which may precipitate metals
(i.e., iron) or cause other changes in the chemistry of the water
in the sample (i.e., pH).
• Agitates groundwater, which may bias volatile and semi-
volatile organic analyses due to volatilization.
• Agitates the water in the aquifer and resuspends fine particulate
matter.
• Surges the well, loosening particulate matter in the annular
space around the well screen.
• May introduce dirt into the water column if the sides of the
casing wall are scraped.
NOTE: It is critical for bailers to be slowly and gently immersed into the top of the water
column, particularly during the final stages of purging. This minimizes turbidity and
disturbance of volatile organic constituents.
b.) Initial Inspection
1. Remove the well cover and remove all standing water around the top of
the well casing (manhole) before opening the well.
2. Inspect the exterior protective casing of the monitoring well for damage.
Document the results of the inspection if there is a problem.
3. It is recommended that you place a protective covering around the well
head. Replace the covering if it becomes soiled or ripped.
Rev 4-08 17
4. Inspect the well lock and determine whether the cap fits tightly. Replace
the cap if necessary.
c.) Water Level Measurements - Use an electronic probe or chalked tape to determine the
water level. Decontaminate all equipment before use. Measure the depth to
groundwater from the top of the well casing to the nearest 0.01 foot. Always measure
from the same reference point or survey mark on the well casing. Record the
measurement.
1. Electronic Probe: Decontaminate all equipment before use. Follow the
manufacturer’s instructions for use. Record the measurement.
2. Chalked Line Method: Decontaminate all equipment before use. Lower
chalked tape into the well until the lower end is in the water. This is
usually determined by the sound of the weight hitting the water. Record
the length of the tape relative to the reference point. Remove the tape and
note the length of the wetted portion. Record the length. Determine the
depth to water by subtracting the length of the wetted portion from the
total length. Record the result.
d.) Water Column Determination - To determine the length of the water column, subtract
the depth to the top of the water column from the total well depth (or gauged well
depth if silting has occurred). The total well depth depends on the well construction.
If gauged well depth is used due to silting, report total well depth also. Some wells
may be drilled in areas of sinkhole, karst formations or rock leaving an open
borehole. Attempt to find the total borehole depth in cases where there is an open
borehole below the cased portion.
e.) Well Water Volume - Calculate the total volume of water, in gallons, in the well
using the following equation:
V = (0.041)d x d x h
Where:
V = volume in gallons
d = well diameter in inches
h = height of the water column in feet
The total volume of water in the well may also be determined with the following
equation by using a casing volume per foot factor (Gallons per Foot of Water) for the
appropriate diameter well:
V = [Gallons per Foot of Water] x h
Where:
V = volume in gallons
h = height of the water column in feet
Record all measurements and calculations in the field records.
f.) Purging Equipment Volume - Calculate the total volume of the pump, associated
tubing and flow cell (if used), using the following equation:
V = p + ((0.041)d x d x l) + fc
Where:
V = volume in gallons
p = volume of pump in gallons
d = tubing diameter in inches
l = length of tubing in feet
Rev 4-08 18
fc = volume of flow cell in gallons
g.) If the groundwater elevation data are to be used to construct groundwater elevation
contour maps, all water level measurements must be taken within the same 24 hour
time interval when collecting samples from multiple wells on a site, unless a shorter
time period is required. If the site is tidally influenced, complete the water level
measurements within the time frame of an incoming or outgoing tide.

Well Purging Techniques
The selection of the purging technique and equipment is dependent on the hydrogeologic
properties of the aquifer, especially depth to groundwater and hydraulic conductivity.

a.) Measuring the Purge Volume - The volume of water that is removed during purging
must be recorded. Therefore, you must measure the volume during the purging
operation.
1. Collect the water in a graduated container and multiply the number of
times the container was emptied by the volume of the container, OR
2. Estimate the volume based on pumping rate. This technique may be used
only if the pumping rate is constant. Determine the pumping rate by
measuring the amount of water that is pumped for a fixed period of time,
or use a flow meter.
• Calculate the amount of water that is discharged per
minute: D = Measured Amount/Total Time In Minutes
• Calculate the time needed to purge one (1) well volume or
one (1) purging equipment volume: Time = V/D
Where: V = well volume or purging equipment volume
D = discharge rate
• Make new measurements each time the pumping rate is
changed.
3. Use a totalizing flow meter.
• Record the reading on the totalizer prior to purging.
• Record the reading on the totalizer at the end of purging.
• To obtain the volume purged, subtract the reading on the
totalizer prior to purging from the reading on the totalizer at
the end of purging.
• Record the times that purging begins and ends in the field
records.
b.) Purging Measurement Frequency - When purging a well that has the well screen fully
submerged and the pump or intake tubing is placed within the well casing above the
well screen or open hole, purge a minimum of one (1) well volume prior to collecting
measurements of the field parameters. Allow at least one quarter (1/4) well volume
to purge between subsequent measurements. When purging a well that has the pump
or intake tubing placed within a fully submerged well screen or open hole, purge until
the water level has stabilized (well recovery rate equals the purge rate), then purge a
minimum of one (1) volume of the pump, associated tubing and flow cell (if used)
prior to collecting measurements of the field parameters. Take measurements of the
field parameters no sooner than two (2) to three (3) minutes apart. Purge at least
Rev 4-08 19
three (3) volumes of the pump, associated tubing and flow cell, if used, prior to
collecting a sample. When purging a well that has a partially submerged well screen,
purge a minimum of one (1) well volume prior to collecting measurements of the
field parameters. Take measurements of the field parameters no sooner than two (2)
to three (3) minutes apart.
c.) Purging Completion - Wells must be adequately purged prior to sample collection to
ensure representation of the aquifer formation water, rather than stagnant well water.
This may be achieved by purging three volumes from the well or by satisfying any
one of the following three purge completion criteria:
1.) Three (3) consecutive measurements in which the three (3) parameters listed
below are within the stated limits, dissolved oxygen is no greater than 20
percent of saturation at the field measured temperature, and turbidity is no
greater than 20 Nephelometric Turbidity Units (NTUs).
• Temperature: + 0.2° C
• pH: + 0.2 Standard Units
• Specific Conductance: + 5.0% of reading
Document and report the following, as applicable. The last four items only
need to be submitted once:
• Purging rate.
• Drawdown in the well, if any.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
2.) If it is impossible to get dissolved oxygen at or below 20 percent of saturation
at the field measured temperature or turbidity at or below 20 NTUs, then three
(3) consecutive measurements of temperature, pH, specific conductance and
the parameter(s) dissolved oxygen and/or turbidity that do not meet the
requirements above must be within the limits below. The measurements are:
• Temperature: + 0.2° C
• pH: + 0.2 Standard Units
• Specific Conductance: + 5.0% of reading
• Dissolved Oxygen: + 0.2 mg/L or 10%, whichever is
greater
• Turbidity: + 5 NTUs or 10%, whichever is greater
Additionally, document and report the following, as applicable, except that
the last four(4) items only need to be submitted once:
• Purging rate.
• Drawdown in the well, if any.
• A description of conditions at the site that may cause the
dissolved oxygen to be high and/or dissolved oxygen
measurements made within the screened or open hole
portion of the well with a downhole dissolved oxygen
probe.
Rev 4-08 20
• A description of conditions at the site that may cause the
turbidity to be high and any procedures that will be used to
minimize turbidity in the future.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
3.) If after five (5) well volumes, three (3) consecutive measurements of the field
parameters temperature, pH, specific conductance, dissolved oxygen, and
turbidity are not within the limits stated above, check the instrument condition
and calibration, purging flow rate and all tubing connections to determine if
they might be affecting the ability to achieve stable measurements. It is at the
discretion of the consultant/contractor whether or not to collect a sample or to
continue purging. Further, the report in which the data are submitted must
include the following, as applicable. The last four (4) items only need to be
submitted once.
• Purging rate.
• Drawdown in the well, if any.
• A description of conditions at the site that may cause the
Dissolved Oxygen to be high and/or Dissolved Oxygen
measurements made within the screened or open hole
portion of the well with a downhole dissolved oxygen
probe.
• A description of conditions at the site that may cause the
turbidity to be high and any procedures that will be used to
minimize turbidity in the future.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
If wells have previously and consistently purged dry, and the current depth to
groundwater indicates that the well will purge dry during the current sampling
event, minimize the amount of water removed from the well by using the same
pump to purge and collect the sample:
• Place the pump or tubing intake within the well screened
interval.
• Use very small diameter Teflon, polyethylene or PP tubing
and the smallest possible pump chamber volume. This will
minimize the total volume of water pumped from the well
and reduce drawdown.
• Select tubing that is thick enough to minimize oxygen
transfer through the tubing walls while pumping.
Rev 4-08 21
• Pump at the lowest possible rate (100 mL/minute or less) to
reduce drawdown to a minimum.
• Purge at least two (2) volumes of the pumping system
(pump, tubing and flow cell, if used).
• Measure pH, specific conductance, temperature, dissolved
oxygen and turbidity, then begin to collect the samples.
Collect samples immediately after purging is complete. The time period between
completing the purge and sampling cannot exceed six hours. If sample collection
does not occur within one hour of purging completion, re-measure the five field
parameters: temperature, pH, specific conductance, dissolved oxygen and turbidity,
just prior to collecting the sample. If the measured values are not within 10 percent
of the previous measurements, re-purge the well. The exception is “dry” wells.
d.) Lanyards
1. Securely fasten lanyards, if used, to any downhole equipment (bailers,
pumps, etc.).
2. Use bailer lanyards in such a way that they do not touch the ground
surface.

Wells Without Plumbing
a.) Tubing/Pump Placement
1. If attempting to minimize the volume of purge water, position the intake
hose or pump at the midpoint of the screened or open hole interval.
2. If monitoring well conditions do not allow minimizing of the purge water
volume, position the pump or intake hose near the top of the water
column. This will ensure that all stagnant water in the casing is removed.
3. If the well screen or borehole is partially submerged, and the pump will be
used for both purging and sampling, position the pump midway between
the measured water level and the bottom of the screen. Otherwise,
position the pump or intake hose near the top of the water column.
b.) Non-dedicated (portable) pumps
1. Variable Speed Peristaltic Pump
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Attach a short section of tubing to the discharge side of the
pump and into a graduated container.
• Attach one end of a length of new or precleaned tubing to
the pump head flexible hose.
• Place the tubing as described in one of the options listed
above.
• Change gloves before beginning to purge.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
Rev 4-08 22
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing at the approximate rate of drawdown so that
water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells (see
Appendix C) or if precleaned tubing is used for each well,
only the pump.
2. Variable Speed Centrifugal Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Place the decontaminated suction hose so that water is
always pumped from the top of the water column.
• Change gloves before beginning to purge.
• Equip the suction hose with a foot valve to prevent purge
water from re-entering the well.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing at the approximate rate of drawdown so that the
water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells or if
precleaned tubing is used for each well, only the pump.
3. Variable Speed Electric Submersible Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Carefully position the decontaminated pump.
Rev 4-08 23
• Change gloves before beginning to purge.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing or pump at the approximate rate of drawdown so
that water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells or only
the pump if precleaned tubing is used for each well.
4. Variable Speed Bladder Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Attach the tubing and carefully position the pump.
• Change gloves before beginning purging.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing or pump at the approximate rate of drawdown so
that water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells or if
precleaned tubing is used for each well, only the pump.
c.) Dedicated Portable Pumps
1. Variable Speed Electric Submersible Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves.
Rev 4-08 24
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdraw with the recharge
rate.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
2. Variable Speed Bladder Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdraw with the recharge
rate.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
3. Bailers - Using bailers for purging is not recommended unless care is
taken to use proper bailing technique, or if free product is present in the
well or suspected to be in the well.
• Minimize handling the bailer as much as possible.
• Wear sampling gloves.
• Remove the bailer from its protective wrapping just before
use.
• Attach a lanyard of appropriate material.
• Use the lanyard to move and position the bailer.
• Lower and retrieve the bailer slowly and smoothly.
• Lower the bailer carefully into the well to a depth
approximately a foot above the water column.
• When the bailer is in position, lower the bailer into the
water column at a rate of 2 cm/sec until the desired depth is
reached.
• Do not lower the top of the bailer more than one (1) foot
below the top of the water table so that water is removed
from the top of the water column.
• Allow time for the bailer to fill with aquifer water as it
descends into the water column.
Rev 4-08 25
• Carefully raise the bailer. Retrieve the bailer at the same
rate of 2 cm/sec until the bottom of the bailer has cleared to
top of the water column.
• Measure the purge volume.
• Record the volume of the bailer.
• Continue to carefully lower and retrieve the bailer as
described above until the purging is considered complete,
based on either the removal of 3 well volumes.
• Remove at least one (1) well volume before collecting
measurements of the field parameters. Take each
subsequent set of measurements after removing at least one
quarter (1/4) well volume between measurements.

Groundwater Sampling Techniques
a.) Purge wells.
b.) Replace protective covering around the well if it is soiled or torn after completing
purging operations.
c.) Equipment Considerations
1. The following pumps are approved to collect volatile organic samples:
• Stainless steel and Teflon variable speed submersible
pumps
• Stainless steel and Teflon or polyethylene variable speed
bladder pumps
• Permanently installed PVC bodied pumps (As long as the
pump remains in contact with the water in the well at all
times)
2. Collect sample from the sampling device and store in sample container.
Do not use intermediate containers.
3. To avoid contamination or loss of analytes from the sample, handle
sampling equipment as little as possible and minimize equipment exposure
to the sample.
4. To reduce chances of cross-contamination, use dedicated equipment
whenever possible. “Dedicated” is defined as equipment that is to be used
solely for one location for the life of that equipment (e.g., permanently
mounted pump). Purchase dedicated equipment with the most sensitive
analyte of interest in mind.
• Clean or make sure dedicated pumps are clean before
installation. They do not need to be cleaned prior to each
use, but must be cleaned if they are withdrawn for repair or
servicing.
• Clean or make sure any permanently mounted tubing is
clean before installation.
• Change or clean tubing when the pump is withdrawn for
servicing.
• Clean any replaceable or temporary parts.
Rev 4-08 26
• Collect equipment blanks on dedicated pumping systems
when the tubing is cleaned or replaced.
• Clean or make sure dedicated bailers are clean before
placing them into the well.
• Collect an equipment blank on dedicated bailers before
introducing them into the water column.
• Suspend dedicated bailers above the water column if they
are stored in the well.

Sampling Wells Without Plumbing
a.) Sampling with Pumps – The following pumps may be used to sample for organics:
• Peristaltic pumps
• Stainless steel, Teflon or polyethylene bladder pumps
• Variable speed stainless steel and Teflon submersible
pumps
1. Peristaltic Pump
• Volatile Organics: One of three methods may be used.
ƒ Remove the drop tubing from the inlet side
of the pump; submerge the drop tubing into
the water column; prevent the water in the
tubing from flowing back into the well;
remove the drop tubing from the well;
carefully allow the groundwater to drain into
the sample vials; avoid turbulence; do not
aerate the sample; repeat steps until enough
vials are filled. OR
ƒ Use the pump to fill the drop tubing; quickly
remove the tubing from the pump; prevent
the water in the tubing from flowing back
into the well; remove the drop tubing from
the well; carefully allow the groundwater to
drain into the sample vials; avoid
turbulence; do not aerate the sample; repeat
steps until enough vials are filled. OR
ƒ Use the pump to fill the drop tubing;
withdraw the tubing from the well; reverse
the flow on the peristaltic pumps to deliver
the sample into the vials at a slow, steady
rate; repeat steps until enough vials are
filled.
• Extractable Organics: If delivery tubing is not
polyethylene or PP, or is not Teflon lined, use pump and
vacuum trap method. Connect the outflow tubing from the
container to the influent side of the peristaltic pump. Turn
pump on and reduce flow until smooth and even. Discard a
Rev 4-08 27
small portion of the sample to allow for air space. Preserve
(if required), label, and complete field notes.
• Inorganic samples: These samples may be collected from
the effluent tubing. If samples are collected from the
pump, decontaminate all tubing (including the tubing in the
head) or change it between wells. Preserve (if required),
label, and complete field notes.
2. Variable Speed Bladder Pump
• If sampling for organics, the pump body must be
constructed of stainless steel and the valves and bladder
must be Teflon. All tubing must be Teflon, polyethylene,
or PP and any cabling must be sealed in Teflon,
polyethylene or PP, or made of stainless steel.
• After purging to a smooth even flow, reduce the flow rate.
• When sampling for volatile organic compounds, reduce the
flow rate to 100-200mL/minute, if possible.
3. Variable Speed Submersible Pump
• The housing must be stainless steel.
• If sampling for organics, the internal impellers, seals and
gaskets must be constructed of stainless steel, Teflon,
polyethylene or PP. The delivery tubing must be Teflon,
polyethylene or PP; the electrical cord must be sealed in
Teflon; any cabling must be sealed in Teflon or constructed
of stainless steel.
• After purging to a smooth even flow, reduce the flow rate.
• When sampling for volatile organic compounds, reduce the
flow rate to 100-200mL/minute, if possible.
b.) Sampling with Bailers - A high degree of skill and coordination are necessary to
collect representative samples with a bailer.
1. General Considerations
• Minimize handling of bailer as much as possible.
• Wear sampling gloves.
• Remove bailer from protective wrapping just before use.
• Attach a lanyard of appropriate material.
• Use the lanyard to move and position the bailers.
• Do not allow bailer or lanyard to touch the ground.
• If bailer is certified precleaned, no rinsing is necessary.
• If both a pump and a bailer are to be used to collect
samples, rinse the exterior and interior of the bailer with
sample water from the pump before removing the pump.
• If the purge pump is not appropriate for collecting samples
(e.g., non-inert components), rinse the bailer by collecting a
single bailer of the groundwater to be sampled.
• Discard the water appropriately.
Rev 4-08 28
• Do not rinse the bailer if Oil and Grease samples are to be
collected.
2. Bailing Technique
• Collect all samples that are required to be collected with a
pump before collecting samples with the bailer.
• Raise and lower the bailer gently to minimize stirring up
particulate matter in the well and the water column, which
can increase sample turbidity.
• Lower the bailer carefully into the well to a depth
approximately a foot above the water column. When the
bailer is in position, lower the bailer into the water column
at a rate of 2 cm/sec until the desired depth is reached.
• Do not lower the top of the bailer more than one foot below
the top of the water table, so that water is removed from the
top of the water column.
• Allow time for the bailer to fill with aquifer water as it
descends into the water column.
• Do not allow the bailer to touch the bottom of the well or
particulate matter will be incorporated into the sample.
Carefully raise the bailer. Retrieve the bailer at the
same rate of 2 cm/sec until the bottom of the bailer has
cleared to top of the water column.
• Lower the bailer to approximately the same depth each
time.
• Collect the sample. Install a device to control the flow
from the bottom of the bailer and discard the first few
inches of water. Fill the appropriate sample containers by
allowing the sample to slowly flow down the side of the
container. Discard the last few inches of water in the
bailer.
• Repeat steps for additional samples.
• As a final step measure the DO, pH, temperature, turbidity
and specific conductance after the final sample has been
collected. Record all measurements and note the time
that sampling was completed.
c.) Sampling Low Permeability Aquifers or Wells that have Purged Dry
1. Collect the sample(s) after the well has been purged. Minimize the amount
of water removed from the well by using the same pump to purge and
collect the sample. If the well has purged dry, collect samples as soon as
sufficient sample water is available.
2. Measure the five field parameters temperature, pH, specific conductance,
dissolved oxygen and turbidity at the time of sample collection.
3. Advise the analytical laboratory and the client that the usual amount of
sample for analysis may not be available.

Rev 4-08 29
Appendix D - Collecting Samples from Wells with
Plumbing in Place
In-place plumbing is generally considered permanent equipment routinely used for purposes
other than purging and sampling, such as for water supply.

a.) Air Strippers or Remedial Systems - These types of systems are installed as
remediation devices. Collect influent and effluent samples from air stripping units as
described below.
1. Remove any tubing from the sampling port and flush for one to two
minutes.
2. Remove all hoses, aerators and filters (if possible).
3. Open the spigot and purge sufficient volume to flush the spigot and lines
and until the purging completion criteria have been met.
4. Reduce the flow rate to approximately 500 mL/minute (a 1/8” stream) or
approximately 0.1 gal/minute before collecting samples.
5. Follow procedures for collecting samples from water supply wells as
outlined below.
b.) Water Supply Wells – Water supply wells with in-place plumbing do not require
equipment to be brought to the well to purge and sample. Water supply wells at UST
facilities must be sampled for volatile organic compounds (VOCs) and semivolatile
compounds (SVOCs).
1. Procedures for Sampling Water Supply Wells
• Label sample containers prior to sample collection.
• Prepare the storage and transport containers (ice chest, etc.)
before taking any samples so each collected sample can be
placed in a chilled environment immediately after
collection.
• You must choose the tap closest to the well, preferably at
the wellhead. The tap must be before any holding or
pressurization tank, water softener, ion exchange,
disinfection process or before the water line enters the
residence, office or building. If no tap fits the above
conditions, a new tap that does must be installed.
• The well pump must not be lubricated with oil, as that may
contaminate the samples.
• The sampling tap must be protected from exterior
contamination associated with being too close to a sink
bottom or to the ground. If the tap is too close to the
ground for direct collection into the appropriate container,
it is acceptable to use a smaller (clean) container to transfer
the sample to a larger container.
• Leaking taps that allow water to discharge from around the
valve stem handle and down the outside of the faucet, or
taps in which water tends to run up on the outside of the lip,
are to be avoided as sampling locations.
Rev 4-08 30
• Disconnect any hoses, filters, or aerators attached to the tap
before sampling.
• Do not sample from a tap close to a gas pump. The gas
fumes could contaminate the sample.
2. Collecting Volatile Organic Samples
• Equipment Needed: VOC sample vials [40 milliliters,
glass, may contain 3 to 4 drops of hydrochloric acid (HCl)
as preservative]; Disposable gloves and protective goggles;
Ice chest/cooler; Ice; Packing materials (sealable plastic
bags, bubble wrap, etc.); and Lab forms.
• Sampling Procedure: Run water from the well for at least
15 minutes. If the well is deep, run water longer (purging
three well volumes is best). If tap or spigot is located
directly before a holding tank, open a tap after the holding
tank to prevent any backflow into the tap where you will
take your sample. This will ensure that the water you
collect is “fresh” from the well and not from the holding
tank. After running the water for at least 15 minutes,
reduce the flow of water. The flow should be reduced to a
trickle but not so slow that it begins to drip. A smooth flow
of water will make collection easier and more accurate.
Remove the cap of a VOC vial and hold the vial under the
stream of water to fill it. Be careful not to spill any acid
that is in the vial. For best results use a low flow of water
and angle the vial slightly so that the water runs down the
inside of the vial. This will help keep the sample from
being agitated, aerated or splashed out of the vial. It will
also increase the accuracy of the sample. As the vial fills
and is almost full, turn the vial until it is straight up and
down so the water won’t spill out. Fill the vial until the
water is just about to spill over the lip of the vial. The
surface of the water sample should become mounded. It is
a good idea not to overfill the vial, especially if an acid
preservative is present in the vial. Carefully replace and
screw the cap onto the vial. Some water may overflow as
the cap is put on. After the cap is secure, turn the vial
upside down and gently tap the vial to see if any bubbles
are present. If bubbles are present in the vial, remove the
cap, add more water and check again to see if bubbles are
present. Repeat as necessary. After two samples without
bubbles have been collected, the samples should be labeled
and prepared for shipment. Store samples at 4° C.

Rev 4-08 31
3. Collecting Extractable Organic and/or Metals Samples
• Equipment Needed: SVOC sample bottle [1 liter, amber
glass] and/or Metals sample bottle [0.5 liter, polyethylene
or glass, 5 milliliters of nitric acid (HNO3) preservative];
Disposable gloves and protective goggles; Ice
Chest/Cooler; Ice; Packing materials (sealable plastic bags,
bubble wrap, etc.); and Lab forms.
• Sampling Procedure: Run water from the well for at least
15 minutes. If the well is deep, run the water longer
(purging three well volumes is best). If tap or spigot is
located directly before a holding tank, open a tap after the
holding tank to prevent any backflow into the tap where
you will take your sample. This will ensure that the water
you collect is “fresh” from the well and not from the
holding tank. After running the water for at least 15
minutes, reduce the flow. Low water flow makes
collection easier and more accurate. Remove the cap of a
SVOC or metals bottle and hold it under the stream of
water to fill it. The bottle does not have to be completely
filled (i.e., you can leave an inch or so of headspace in the
bottle). After filling, screw on the cap, label the bottle and
prepare for shipment. Store samples at 4° C.

Rev 4-08 32
Appendix E - Collecting Surface Water Samples
The following topics include 1.) acceptable equipment selection and equipment construction
materials and 2.) standard grab, depth-specific and depth-composited surface water sampling
techniques.

Facilities which contain or border small rivers, streams or branches should include surface water
sampling as part of the monitoring program for each sampling event. A simple procedure for
selecting surface water monitoring sites is to locate a point on a stream where drainage leaves the
site. This provides detection of contamination through, and possibly downstream of, site via
discharge of surface waters. The sampling points selected should be downstream from any waste
areas. An upstream sample should be obtained in order to determine water quality upstream of
the influence of the site.

a.) General Cautions
1. When using watercraft take samples near the bow away and upwind from
any gasoline outboard engine. Orient watercraft so that bow is positioned
in the upstream direction.
2. When wading, collect samples upstream from the body. Avoid disturbing
sediments in the immediate area of sample collection.
3. Collect water samples prior to taking sediment samples when obtaining
both from the same area (site).
4. Unless dictated by permit, program or order, sampling at or near man-
made structures (e.g., dams, weirs or bridges) may not provide
representative data because of unnatural flow patterns.
5. Collect surface water samples from downstream towards upstream.
b.) Equipment and Supplies - Select equipment based on the analytes of interest, specific
use, and availability.
c.) Surface Water Sampling Techniques - Adhere to all general protocols applicable to
aqueous sampling when following the surface water sampling procedures addressed
below.
1. Manual Sampling: Use manual sampling for collecting grab samples for
immediate in-situ field analyses. Use manual sampling in lieu of
automatic equipment over extended periods of time for composite
sampling, especially when it is necessary to observe and/or note unusual
conditions.
• Surface Grab Samples - Do not use sample containers containing
premeasured amounts of preservatives to collect grab samples. If
the sample matrix is homogeneous, then the grab method is a
simple and effective technique for collection purposes. If
homogeneity is not apparent, based on flow or vertical variations
(and should never be assumed), then use other collection protocols.
Where practical, use the actual sample container submitted to the
laboratory for collecting samples to be analyzed for oil and grease,
volatile organic compounds (VOCs), and microbiological samples.
This procedure eliminates the possibility of contaminating the
sample with an intermediate collection container. The use of
Rev 4-08 33
unpreserved sample containers as direct grab samplers is
encouraged since the same container can be submitted for
laboratory analysis after appropriate preservation. This procedure
reduces sample handling and eliminates potential contamination
from other sources (e.g., additional sampling equipment,
environment, etc.).
1. Grab directly into sample container.
2. Slowly submerge the container, opening neck first, into the
water.
3. Invert the bottle so the neck is upright and pointing towards
the direction of water flow (if applicable). Allow water to
run slowly into the container until filled.
4. Return the filled container quickly to the surface.
5. Pour out a few mL of sample away from and downstream
of the sampling location. This procedure allows for the
addition of preservatives and sample expansion. Do not
use this step for volatile organics or other analytes where
headspace is not allowed in the sample container.
6. Add preservatives, securely cap container, label, and
complete field notes. If sample containers are attached to a
pole via a clamp, submerge the container and follow steps 3
– 5 but omit steps 1 and 2.
• Sampling with an Intermediate Vessel or Container: If the sample
cannot be collected directly into the sample container to be
submitted to the laboratory, or if the laboratory provides
prepreserved sample containers, use an unpreserved sample
container or an intermediate vessel (e.g., beakers, buckets or
dippers) to obtain the sample. These vessels must be constructed
appropriately, including any poles or extension arms used to access
the sample location.
1. Rinse the intermediate vessel with ample amounts of site
water prior to collecting the first sample.
2. Collect the sample as outlined above using the intermediate
vessel.
3. Use pole mounted containers of appropriate construction to
sample at distances away from shore, boat, etc. Follow the
protocols above to collect samples.
• Peristaltic Pump and Tubing: The most portable pump for this
technique is a 12 volt peristaltic pump. Use appropriately
precleaned, silastic tubing in the pump head and attach
polyethylene, Tygon, etc. tubing to the pump. This technique is
not acceptable for Oil and Grease, EPH, VPH or VOCs.
Extractable organics can be collected through the pump if flexible
interior-wall Teflon, polyethylene or PP tubing is used in the pump
head or if used with the organic trap setup.
Rev 4-08 34
1. Lower appropriately precleaned tubing to a depth of 6 – 12
inches below water surface, where possible.
2. Pump 3 – 5 tube volumes through the system to acclimate
the tubing before collecting the first sample.
3. Fill individual sample bottles via the discharge tubing. Be
careful not to remove the inlet tubing from the water.
4. Add preservatives, securely cap container, label, and
complete field notes.
• Mid-Depth Grab Samples: Mid-depth samples or samples taken at
a specific depth can approximate the conditions throughout the
entire water column. The equipment that may be used for this type
of sampling consists of the following depth-specific sampling
devices: Kemmerer, Niskin, Van Dorn type, etc. You may also
use pumps with tubing or double check-valve bailers. Certain
construction material details may preclude its use for certain
analytes. Many Kemmerer samplers are constructed of plastic and
rubber that preclude their use for all volatile and extractable
organic sampling. Some newer devices are constructed of stainless
steel or are all Teflon or Teflon-coated. These are acceptable for
all analyte groups without restriction.
1. Measure the water column to determine maximum depth
and sampling depth prior to lowering the sampling device.
2. Mark the line attached to the sampler with depth
increments so that the sampling depth can be accurately
recorded.
3. Lower the sampler slowly to the appropriate sampling
depth, taking care not to disturb the sediments.
4. At the desired depth, send the messenger weight down to
trip the closure mechanism.
5. Retrieve the sampler slowly.
6. Rinse the sampling device with ample amounts of site
water prior to collecting the first sample. Discard rinsate
away from and downstream of the sampling location.
7. Fill the individual sample bottles via the discharge tube.
• Double Check-Valve Bailers: Collect samples using double check-
valve bailers if the data requirements do not necessitate a sample
from a strictly discrete interval of the water column. Bailers with
an upper and lower check-valve can be lowered through the water
column. Water will continually be displaced through the bailer
until the desired depth is reached, at which point the bailer is
retrieved. Sampling with this type of bailer must follow the same
protocols outlined above, except that a messenger weight is not
applicable. Although not designed specifically for this kind of
sampling, a bailer is acceptable when a mid-depth sample is
required
Rev 4-08 35
1. As the bailer is dropped through the water column, water is
displaced through the body of the bailer. The degree of
displacement depends upon the check-valve ball movement
to allow water to flow freely through the bailer body.
2. Slowly lower the bailer to the appropriate depth. Upon
retrieval, the two check valves seat, preventing water from
escaping or entering the bailer.
3. Rinse the sampling device with ample amounts of site
water prior to collecting the first sample.
4. Fill the individual sample bottles via the discharge tube.
Sample bottles must be handled as described above.
• Peristaltic Pump and Tubing: The most portable pump for this
technique is a 12 volt peristaltic pump. Use appropriately
precleaned, silastic tubing in the pump head and attach HDPE,
Tygon, etc. tubing to the pump. This technique is not acceptable
for Oil and Grease, EPH, VPH or VOCs. Extractable organics can
be collected through the pump if flexible interior-wall Teflon,
polyethylene or PP tubing is used in the pump head, or if used with
an organic trap setup.
1. Measure the water column to determine the maximum
depth and the sampling depth.
2. Tubing will need to be tied to a stiff pole or be weighted
down so the tubing placement will be secure. Do not use a
lead weight. Any dense, non-contaminating, non-
interfering material will work (brick, stainless steel weight,
etc.). Tie the weight with a lanyard (braided or
monofilament nylon, etc.) so that it is located below the
inlet of the tubing.
3. Turn the pump on and allow several tubing volumes of
water to be discharged before collecting the first sample.
4. Fill the individual sample bottles via the discharge tube.
Sample bottles must be handled as described above.

Rev 4-08 36
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Duke Energy
Rogers Energy Complex
(Formerly Cliffside Steam Station)

Rogers CCP Landfill
Operations Plan
Permit No. 8106

March 2016

Prepared for:

i
Table of Contents
Section 1 General Facility Operations ............................................................................... 1-1
1.1 Overview ...................................................................................................................................................................... 1-1
1.2 Contact Information ................................................................................................................................................ 1-1
1.3 Safety .............................................................................................................................................................................. 1-1
1.4 Access and Security Requirements ................................................................................................................... 1-2
1.5 Operating Hours ........................................................................................................................................................ 1-2
1.6 Signs ............................................................................................................................................................................... 1-2
1.7 Training ......................................................................................................................................................................... 1-2
1.8 Record Keeping.......................................................................................................................................................... 1-3
1.9 Drawings ...................................................................................................................................................................... 1-3
Section 2 Operations Management .................................................................................. 2-1
2.1 Waste Handling and Landfill Sequencing ....................................................................................................... 2-1
2.1.1 Landfill Capacity .......................................................................................................................................... 2-1
2.1.2 Waste Acceptance, Disposal, and Screening Requirements ..................................................... 2-2
2.1.3 Dust, Litter, Odor, and Vector Control ................................................................................................ 2-3
2.1.4 Fire Control .................................................................................................................................................... 2-3
2.1.5 Landfill Sequencing .................................................................................................................................... 2-3
2.1.6 Waste Placement ......................................................................................................................................... 2-3
2.1.6.1 Bottom Ash, Fly Ash and Gypsum Material ........................................................................ 2-3
2.1.6.2 Wastewater Sludge, Pyrites, and Coal Mill Rejects ......................................................... 2-4
2.1.6.3 Vacuum Truck Waste ................................................................................................................... 2-4
2.1.7 Compaction Requirements and Testing ............................................................................................ 2-5
2.1.7.1 In-Place Density and Moisture Content Testing .............................................................. 2-5
2.1.7.2 Laboratory Testing ....................................................................................................................... 2-6
2.1.8 Cover Requirements .................................................................................................................................. 2-6
2.1.8.1 Operational Cover ......................................................................................................................... 2-6
2.1.8.2 Intermediate Cover ....................................................................................................................... 2-6
2.1.8.3 Final Cover ....................................................................................................................................... 2-6
2.2 Leachate and Stormwater Management ......................................................................................................... 2-7
2.3 Leachate Collection System (LCS) ..................................................................................................................... 2-7
2.3.1 LCS Maintenance ......................................................................................................................................... 2-8
2.3.2 LCS Record Keeping and Sampling ...................................................................................................... 2-8
2.3.3 Leachate Spill Procedures ....................................................................................................................... 2-8
2.4 Stormwater Collection and Conveyance ......................................................................................................... 2-9
2.4.1 Stormwater Discharge .............................................................................................................................. 2-9
2.5 Stormwater Maintenance Requirements .....................................................................................................2-10
2.6 Groundwater Monitoring Well Access Requirements ............................................................................2-10
2.7 Landfill Gas Management ....................................................................................................................................2-10
Section 3 Erosion and Sediment Control ........................................................................... 3-1
3.1 E&SC Measures Monitoring and Maintenance ............................................................................................. 3-1
3.2 Surface Erosion Monitoring ................................................................................................................................. 3-2
Table of Contents 
ii
Section 4 Vegetation Management .................................................................................. 4-1
4.1 Temporary Seeding .................................................................................................................................................. 4-1
4.2 Permanent Seeding .................................................................................................................................................. 4-1
4.3 Over-Seeding ............................................................................................................................................................... 4-1
Section 5 Landfill Closure ................................................................................................. 5-1
Section 6 Required Regulatory Submittals........................................................................ 6-1

Appendices
Appendix A Dust Control Plan Appendix A Dust Control Plan

List of Tables
Table 1-1 Phase II Permit Drawings ................................................................................................................................... 1-4
Table 2-1 Landfill Capacity ..................................................................................................................................................... 2-2
Table 6-1 Required Regulatory Submittals ..................................................................................................................... 6-1

Table of Contents 
iii

Description of Revisions
The following table provides a brief description of the revisions to the Operations Plan.
Revision Date of Document Description of Revisions
Initial Issue December 2008 Initial issuance of document for Phase I.
Revision 1 June 2009 Revised per NCDEQ review comments.
Revision 2 August 2010  Revised as part of the CQA report submittal.
 Included provision regarding video inspection of LCS pipes.
 Revised waste accepted source and material.
Revision 3 August 2012 Revised to include Phases I and II with Phase II PTC application.
Revision 4 March 2016  Global format revision to match Duke fleet standard.
 Revised to include additional waste accepted material (including
conditioning agents, Duke Energy Corporation Facility ash, lime
and power generated geotextile material).

1-1
Section 1
General Facility Operations
1.1 Overview
The purpose of this Operations Plan is to provide a plan for the safe and efficient operations of the
Rogers CCP Landfill (Formerly Cliffside CCP Landfill) at the Duke Energy Rogers Energy Complex
(formerly Cliffside Steam Station). This Operations Plan presents the operation requirements for:
(1) General Facility Operations, (2) Operations Management, (3) Erosion and Sedimentation
Control, and (4) Vegetation Management along with guidance for Landfill Closure and Required
Regulatory Submittals. This Operations Plan was prepared consistent with 15A NCAC 13B .0505
Operational Requirements for Sanitary Landfill rules.
The Rogers Energy Complex is located in Rutherford and Cleveland Counties, North Carolina, to
the east of US Highway 221 and south of the Broad River. The CCP Landfill is located to the
southwest of the plant on property owned by Duke Energy and will be entirely situated within
Rutherford County.
1.2 Contact Information
Correspondence and questions concerning the operation of the Rogers CCP Landfill should be
directed to the appropriate entity as follows:
Owner
Duke Energy Carolinas, LCC
Rogers Energy Complex
573 Duke Power Road
Mooresboro, North Carolina 28114
[phone]
Facility Contact: Site Environmental Coordinator/CCP System Owner
State Regulatory Agency
North Carolina Department of Environmental Quality
Division of Waste Management, Solid Waste Section
Asheville Regional Office
2090 US Highway 70
Swannanoa, North Carolina 28778
[phone]
Permitting Engineer: Mr. Larry Frost
1.3 Safety
The Rogers CCP Landfill operations were developed with consideration to the health and safety of
the facility’s operating staff. The operating staff will be provided with site-specific safety training
Section 1  Introduction
1-2
prior to landfill operations, and on-site activities are to be conducted according to the applicable
sections of Duke’s Safe Work Practices.
1.4 Access and Security Requirements
The Rogers CCP Landfill is located entirely within Duke’s property limits. Security for the site is
currently in place, consisting of fencing, gates, wooded buffers and security check stations.
Unauthorized vehicle access to the site is prevented around the landfill property by security
check stations, woods, fencing, gates and stormwater conveyance features.
The access road to the site will be of all-weather construction and will be maintained in good
condition. Potholes, ruts, and debris on the road(s) will receive immediate attention in order to
avoid damage to vehicles.
1.5 Operating Hours
The Rogers CCP Landfill will be operated seven days a week, as needed.
1.6 Signs
A sign providing the landfill permit number and a statement reading, “NO HAZARDOUS OR
LIQUID WASTE PERMITTED” is posted at the site entrance and shall be maintained in good
condition.
Edge-of-waste markers are installed and delineate the edge of waste. These markers are
maintained in good condition and are visible at all times.
1.7 Training
Due to the diversity and nature of job tasks required at the Rogers CCP Landfill, personnel shall
be adequately trained to handle facility operations and maintenance.
The Station Sponsor for Landfill Operations shall have a general understanding of all the tasks
required for site operations. Individuals performing the various tasks shall have adequate
training of the site-specific tasks they are assigned. Duke shall provide a site-specific training
program for facility personnel.
Noteworthy operations and maintenance tasks to be addressed in training include:
 Maintaining accurate records of waste loading (quantitative and qualitative).
 Operating requirements for stormwater segregation from exposed waste areas.
 Operating and maintaining the leachate collection system (LCS).
All training will be documented and training records will be kept on-site. The Station Sponsor for
Landfill Operations will conduct Operations Plan training courses in accordance with the permit
requirements.
Section 1  Introduction
1-3
1.8 Record Keeping
An operating record is maintained on-site, including but not limited to the following records:
 Leachate Collection Systems (LCS) – Periodic Maintenance Documentation
 Leachate Monitoring
 Stormwater Maintenance and Inspection Logs
 Erosion and Sedimentation Control Inspection Logs
 Periodic Landfill Inspection Reports
 Dust Control Plan Monitoring Worksheets (included in the Dust Control Plan)
 Groundwater Monitoring (and Sampling) Documentation
 Operations Plan
The above records are to be kept in the operating record for the active life of the landfill and the
post-closure care period. Information contained in the operating record must be furnished upon
request to the NCDEQ Division of Waste Management, Solid Waste Section (Division) or be made
available for inspection by the Division. Additional records kept on-site should include:
 Solid waste facility permits
 Site Suitability Study
 Permit to Construct Applications
 Landfill drawings and specifications
 Record of the amount of solid waste received summarized on a monthly basis based on
scale records
 Vacuum truck waste logs
 Regulatory agency inspection reports
 Employee training program and records
1.9 Drawings
A list of landfill permit drawings is provided in Table 1-1. The permit drawings provide the
location of landfill features, landfill construction details, and technical design and construction
notes.

Section 1  Introduction
1-4
Table 1-1. Phase II Permit Drawings
G-1 Cover Sheet
G-2 Contractor Staging And Work Area Plan
C-1 Existing Site Conditions And Boring Plan
C-2 Erosion And Sediment Control Plan
C-3 Liner System Subgrade Grading Plan
C-4 HDPE Liner And Leachate Collection & Removal System (LCRS) Plan
C-5 Protective Cover And Stormwater Collection Plan
C-20 Bedrock Surface Contour Map
C-21 Estimated Seasonal High Groundwater Surface Map
C-22 Closure Grading And Stormwater Plan
CD-1 Liner System And Berm Details
CD-2 Leachate Collection System Details
CD-3 Leachate Sump Details (1 Of 2)
CD-4 Leachate Sump Details (2 Of 2)
CD-5 Erosion And Sediment Control Details (1 Of 2)
CD-6 Erosion And Sediment Control Details (2 Of 2)
CD-7 Stormwater Management Details
CD-20 Landfill Cross Sections
CD-21 Closure Details (1 Of 2)
CD-22 Closure Details (2 Of 2)
FP-1 Liner System Subgrade Grading Plan Overall Facility Plan
FP-2 Phase I Closure Grading Plan
FP-3 Phase II Closure Grading Plan
FP-4 Phase III Closure Grading Plan
FP-5 Phase IV Closure Grading Plan
FP-6 Phase V Closure Grading Plan
FP-7 Landfill Cross Sections At End Of Phase V

2-1
Section 2
Operations Management
The primary objective of operations management at the Rogers CCP Landfill is to dispose of waste
material in compliance with permit conditions while operating in a safe manner.
Generally, landfill operations will continue in Phase I and begin in the east side of Phase II. Filling
will move westward in Phase II. Contact water from the active face will be directed to chimney
drains interior to the landfill footprint. Stormwater diversion berms and other features will be
utilized to separate contact from non-contact water.
Contact water is defined as water that contacts waste, including exposed waste within the landfill,
operational haul roads surfaced with bottom ash generally located within the limit of waste, and
perimeter access roads between the point of landfill egress and the wheel wash. Contact water will
be managed as leachate while non-contact water will be managed as stormwater.
The exterior side slopes of the landfill will be constructed to slopes of 3 to 1 (horizontal to vertical)
and will be periodically covered with approximately 12-inches of intermediate soil cover.
Intermediate cover and dust control measures will be implemented as described in the Dust
Control Plan.
During operations, tack-on benches may be located along exterior side slopes at intervals of
approximately 30 vertical feet (90 horizontal feet) to intercept surface water flows and decrease
erosion potential. The tack-on benches will convey flow to downdrains which will consist of HDPE
pipes installed perpendicular to the landfill side slope contours.
The downdrains will convey flow to the perimeter channel system and to sedimentation ponds.
2.1 Waste Handling and Landfill Sequencing
2.1.1 Landfill Capacity
The Rogers CCP Landfill was designed to receive waste at an annual disposal rate of 400,000 tons
per year or 400,000 cubic yards per year assuming an in-place dry density of CCP materials of 1 ton
per cubic yard. The estimated capacity of the landfill is presented in the following table:

Section 2  Operations Management
2-2
Table 2-1. Landfill Capacity
Description Phase I Phase II Phase III Phase IV Phase V
Lined Area (acres) 23.3 15.3 16.9 16.2 14.3
Gross Volume (yd3) 2,415,000 1,922,000 3,654,000 3,327,000 2,025,000
Net Volume (for CCP and
Cover Soil) (yd3) 2,183,000 1,763,000 3,447,000 3,132,000 1,872,000
Amount of CCP (tons) 2,505,000 2,023,000 3,956,000 3,594,000 2,148,000
Disposal Life (yrs) 6.3 5.1 9.9 9.0 5.4
See Section 1.2.1 of the Phase II Engineering Plan for assumptions.
The actual quantity of material disposed in the landfill and disposal life may vary pending CCP unit
closure requirements, power production and additional projects requiring the placement of waste
at Rogers.
2.1.2 Waste Acceptance, Disposal, and Screening Requirements
The Rogers CCP Landfill will only accept residual wastes generated by Duke Energy
Corporation facilities. Residuals wastes will include fly ash, bottom ash, boiler slag, coal
mill rejects/pyrites, flue gas desulfurization sludge, gypsum, leachate basin sludge, non-
hazardous sandblast material, limestone, lime, ball mill rejects, coal, carbon, sulfur pellets,
cation and anion resins, sediment from sumps, cooling tower sludge, filter bags,
conditioning agents (e.g., lime kiln dust), soil material that contains any of the above
material and soil used for operations.
The Rogers CCP Landfill will accept incidental amounts of geotextile used in the
management of CCP's. The geotextile materials are to be porous in nature and may include
but are not limited to: silt bags, bag house bags, geotubes, and geotextile fabric used to
manage CCP material.
In accordance with 15A NCAC 13B .0505 (10) (e), barrels and drums shall not be disposed of unless
they are empty and perforated sufficiently to ensure that no liquid or hazardous waste is contained
therein. The Rogers CCP Landfill will not be accepting barrels and/or drums.
The Rogers CCP Landfill will not be open for public disposal.
The landfill owner or operator shall notify the Division within 24 hours of attempted disposal of
any wastes the landfill is not permitted to receive.
At a minimum, hazardous waste, yard trash, liquid wastes, regulated medical waste, sharps not
properly packaged, polychlorinated diphenyl (PCB) waste as defined in 40 Code of general
regulations (CFR) 761, and wastes banned from disposal in North Carolina by General Statute
130A-309.10(f), must not be accepted at the landfill.
Section 2  Operations Management
2-3
Asbestos waste will not be disposed of in the landfill.
The removal of waste from the landfill is prohibited without owner or operator approval. Waste
will be hauled and disposed of by dedicated and consistent operators from the waste source to the
landfill.
Access to the interim waste storage location(s) (i.e. existing ash basins and ash fills), haul routes
and landfill are restricted; therefore, no screening of waste is recommended.
2.1.3 Dust, Litter, Odor, and Vector Control
Litter, odors, and vectors are not anticipated to be concerns at the Rogers CCP Landfill. The waste
placed in the landfill does not attract vectors, and windblown material is not anticipated to be a
problem. Odors are typically not a problem at CCP waste landfills.
Dust control is addressed in the Dust Control Plan included as Appendix A. Generally, dust control
measures will be implemented when necessary, and will include, at a minimum, watering of dusty
roads and exposed work areas. Other measures include physical measures such as fencing and/or
berms, temporary covers (like tarps), spraying dust suppressants, and modifying the active work
area. Additionally, intermediate cover will be vegetated as soon as practical in order to minimize
the blowing of dust on-site.
2.1.4 Fire Control
No open burning shall be permitted at the Rogers CCP Landfill. There are no explosive gas concerns
with the CCP material; therefore, the threat of fire is considered to be minimal.
Although it is unlikely, if a fire occurs at the landfill, the Station Control Room (phone number: 828-
657-0600) shall be notified, and equipment and stockpiled soil shall be provided to control
accidental fires. Rogers Energy Complex will notify the local fire department, which will be
immediately dispatched to assist with fire control. Any fire that occurs at the landfill shall be
reported to the Division within 24 hours, and a written notification will be submitted within 15
days by the Station Sponsor for Landfill Operations.
2.1.5 Landfill Sequencing
The Rogers CCP Landfill will be constructed in sequence from Phase I through Phase V as shown in
the Phase II permit drawings. More than one phase may be operational at a time. The phases may
also be subdivided into cells which could be constructed sequentially or at the same time. The
actual filling sequence, fill heights, and grades may be modified at the owner’s discretion.
2.1.6 Waste Placement
2.1.6.1 Bottom Ash, Fly Ash and Gypsum Material
Bottom ash and fly ash material at the Rogers Energy Complex is transported from the interim
waste storage areas to the landfill by using on-road or off-road dump trucks. Upon reaching the
active face of the landfill, the waste is dumped from the dump trucks onto the active face of the
landfill. After the waste is dumped, the dump trucks exit the landfill and pass through a wheel wash
system before return to the interim waste storage areas. The interim waste storage areas, haul
roads, and landfill are located within the secured Rogers Energy Complex facility.
Section 2  Operations Management
2-4
Gypsum waste generally has a finer particle gradation than fly ash waste. If gypsum is being placed
in an area where protective cover is present, additional filtering of the gypsum waste will be
achieved by placing a minimum 1-foot thick lift of fly ash waste over the protective cover prior to
placing gypsum waste.
The landfill surface shall be graded to promote surface water drainage to the leachate collection
system (i.e. chimney drains). No waste shall be placed in standing water.
2.1.6.2 Wastewater Sludge, Pyrites, and Coal Mill Rejects
Wastewater sludge, pyrites, and coal mill rejects will be spread in 6-inch lifts in the center of the
operational area and shall not be placed within 25 feet of the exterior slopes. Wastewater sludge
shall be blended with the other waste (i.e. ash) prior to placement of the next fill lift. Wastewater
sludge, pyrites, and coal mill rejects shall be compacted as densely as practical and specific
monitoring. In-place density testing of these materials is not required.
2.1.6.3 Vacuum Truck Waste
Vacuum trucks are used to remove waste materials from the plant areas that consist of various
permitted CCPs. The origin of the vacuum truck waste materials is typically from various sumps,
catch basins, wheel wash stations, soft digging/hydro-excavation and coal pile sumps located
within the plant.
The moisture contents of the vacuum truck waste materials may vary considerably with the waste
varying in consistency from a relatively dry state to a wet, fluid-like state depending on the amount
of liquid present in the sumps or vacuumed areas.
CCP material transported via vacuum truck will occur in a vacuum truck dedicated to Duke Energy
operations or documentation will be obtained to ensure that the vacuum truck contains no human
or other non-permitted waste streams. Vacuum truck waste could also mean similar waste
material transported in smaller water tight units.
Vacuum truck waste shall consist of permitted waste materials. Non-permitted waste materials
inadvertently included with the vacuum truck waste including but not limited to yard trash (paper,
plastic, wood, aluminum, Styrofoam, etc.) shall be visually screened and immediately removed from
the vacuum truck waste after the waste material is dumped in the operational area by vacuum
contractor.
The consistency of the vacuum truck waste may vary from a relatively dry state to a relatively wet,
fluidlike state. Vacuum truck waste material shall be moisture conditioned by initial decanting
excess moisture from the waste or by mixing the waste with fly ash, bottom ash, or gypsum
materials depending on its consistency. The vacuum truck waste shall be placed and spread in
maximum 6-inch lifts near the center of the operational area. The vacuum truck waste shall not be
placed within 50 feet horizontally from exterior landfill slopes or within 50 feet of chimney drain
structure locations. The vacuum truck waste material shall be thoroughly mixed with fly ash,
bottom ash, or gypsum material during waste placement using a dozer or other similar grading
equipment to provide additional moisture conditioning prior to compaction. In-place density
testing of the vacuum truck waste materials is not required.
Section 2  Operations Management
2-5
The vacuum contractor shall coordinate vacuum truck waste placement with landfill operator
personnel and the vacuum truck waste disposal will be documented.
Dust control measures shall be provided for the vacuum truck waste in accordance with the Dust
Control Plan outlined in Appendix A.
2.1.7 Compaction Requirements and Testing
After the waste is dumped from the trucks and placed on the active face, the waste will be placed in
consecutive, approximate 1-foot thick lifts that do not exceed a 10-foot operational lift. Prior to
compaction of an existing lift, the existing and new material should be adequately blended.
2.1.7.1 In-Place Density and Moisture Content Testing
In-place density and moisture content testing shall be performed at a minimum frequency of one
test per 8,000 cubic yards (or one test per 216,000 square feet per 12-inch thick lift). Waste shall
be compacted to a minimum 95 percent of its Standard Proctor (ASTM D698) maximum dry
density. Compacted moisture content shall be within 5 percent of the material’s optimum moisture
content as determined by ASTM D698. If field density tests indicate that the relative compaction or
moisture content requirements are not met, the material shall be moisture conditioned and/or re-
worked and re-tested until the compaction density and moisture requirements are met. The field
density testing report should document any failing tests and re-work required to meet testing
requirements.
In-place density tests shall be performed using the Sand Cone Method (ASTM D1556), Drive-
Cylinder Method (ASTM D2937), or Nuclear Method (ASTM D6938). If the nuclear method is
selected, a minimum of one comparison density test using the Sand Cone or Drive Cylinder method
shall be performed for every five nuclear density tests, and correlations between the test methods
shall be developed and reviewed by the Engineer. A sample of ash material shall be collected from
each density test location and placed in a sealed container for subsequent field and laboratory
moisture testing.
A family of Proctor curves shall be developed for the on-site ash material as standard Proctor
moisture-density tests are performed as a reference for the field density testing. A minimum of one
(1) one-point field Proctor test shall be performed for each day of field testing. Additional one-
point field Proctors shall be performed if the dry density between successive density tests varies by
more than 2 pounds per cubic foot (pcf). If the estimated standard Proctor maximum dry density
based on the results of one-point Proctor testing indicates that the maximum dry density varies by
more than 5 pcf from the nearest representative standard Proctor moisture-density relationship, an
additional bulk sample of ash material shall be obtained and standard Proctor testing shall be
performed for the sample as a reference for the field density testing.
Field moisture content testing shall be performed for each density test using the Direct Heating
Method (ASTM D4959). The Nuclear Method (ASTM D6938) shall not be used for moisture content
testing on the ash material. Comparison laboratory moisture content testing shall be performed
using the Oven Method (ASTM D2216), at an oven temperature of 60 degrees Celsius. The
laboratory moisture content shall control in the event of a discrepancy between laboratory
moisture content and in-place moisture content.
Section 2  Operations Management
2-6
2.1.7.2 Laboratory Testing
Laboratory moisture content testing shall be performed in conjunction with the field density testing
as described above. The laboratory moisture content testing shall be performed using the Oven
Method (ASTM D2216), at an oven temperature of 60 degrees Celsius.
Standard Proctor moisture-density relationship (ASTM D698) testing shall be performed at a
minimum frequency of one test for every 50,000 cubic yards of material placed. As previously
mentioned, additional standard Proctor samples shall be obtained and tested if one-point Proctor
testing indicates that the estimated maximum dry density of the material varies by more than 5 pcf
from the nearest representative standard Proctor moisture-density relationship.
2.1.8 Cover Requirements
2.1.8.1 Operational Cover
Operational cover should be applied, as needed, for dust control and stormwater management. If
needed, operational cover should be applied at a thickness suited for its purpose. For example,
operational cover may be applied thinner to provide dust control and it may be applied thicker to
tolerate erosion. Operational covers to provide dust control shall be as described in the Dust
Control Plan in Appendix A.
Downdrains, tack-on benches, and chimney drains will be installed and extended as appropriate.
Soil diversion berms will be used to direct water as appropriate.
Waste will be covered with intermediate and final cover as applicable, in accordance with the
following sections in this plan. Operational cover consisting of soil is not required, provided the
Dust Control Plan included as Appendix A is followed.
2.1.8.2 Intermediate Cover
An intermediate cover layer shall be placed at a thickness of approximately 1-foot on exterior
slopes and areas where final waste grades have been reached. Intermediate cover will be seeded
within 7 days in accordance with Erosion and Sediment Control requirements. Vegetation shall be
removed and the intermediate cover soil shall be scarified or removed prior to placing any
overlying waste. Intermediate cover shall not include rock fragments that are greater than six
inches in diameter.
For areas where waste placement will be inactive for 12 months or more, intermediate soil cover is
not required, provided the Dust Control Plan included as Appendix A is followed.
2.1.8.3 Final Cover
The final cover system for the Rogers CCP Landfill will be completed within 180 days following the
beginning of closure activities unless otherwise approved by the Division.
The proposed cover system will consist of the following components, from top to bottom:
 6-inch thick vegetative soil cover.
 18-inch thick final cover soil.
Section 2  Operations Management
2-7
 Geocomposite drainage layer.
 40-mil thick double-sided textured linear low density polyethylene (LLDPE) geomembrane
(or 50-mil LLDPE structured geomembrane alternate).
 Intermediate cover.
The soil components will provide a surface suitable to sustain vegetative growth while protecting
the underlying geosynthetic components of the cover system. Infiltration through the cover soils
will be collected by the geocomposite drainage layer, while the geomembrane will function as a
hydraulic barrier to reduce infiltration into the waste mass. Intermediate cover shall be as needed
to achieve geosynthetic cover system subgrade. The intermediate cover at the time of final closure
may consist of ash. The cover system stormwater management structures will collect both
infiltration and surface water runoff. The final cover will be vegetated with grasses within six
months following closure.
Refer to the Closure and Post-Closure Plan in the Phase II Permit Application dated December 2011
for final cover specifications and maintenance and operations requirements.
2.2 Leachate and Stormwater Management
As previously described, the landfill has been designed to provide separation of leachate from
stormwater. Leachate includes water that has percolated through the waste as well as surface
water flows from the active face of the landfill that are intercepted by chimney drains. The leachate
collection system consists of a geocomposite drainage layer and pipe network to convey leachate to
sumps located in each landfill cell. Leachate is pumped from the landfill sumps to a lined leachate
basin. From the basin, the leachate is pumped to an existing plant NPDES permitted ash basin
located to the northeast of the landfill and is incorporated into the plant’s treatment system.
Loading and unloading of CCP material will be conducted using methods to prevent excessive
spillage and tracking of CCP material during transport. Upon completion of hauling on-site CCP
materials, haul road surfaces will be remediated as necessary to protect the environment.
2.3 Leachate Collection System (LCS)
The leachate collection system has been designed to meet the performance criteria of providing less
than 1 foot of leachate head on the liner system under normal operating conditions and conveying
leachate generated by the 25-year, 24-hour storm event. The leachate collection system generally
consists of the following components:
 Leachate collection system pipes within the landfill.
 Sumps at the low points of each phase of the landfill.
 Forcemain and appurtenant structures (pumps, valves, etc.).
Each landfill cell is equipped with leachate collection system (LCS) pipes located directly above the
geocomposite drainage layer that collect infiltration and chimney drain flows. The LCS pipes
Section 2  Operations Management
2-8
convey leachate flows by gravity to collection sumps for removal. Cleanouts have been provided
along the leachate header pipes in the event that the leachate collection pipes become clogged.
Chimney drains have been installed and shall be extended vertically along with the placement of
each lift. Each chimney drain comprises a vertical, perforated HDPE riser pipe surrounded by filter
aggregate. The base of the chimney drains are placed in contact with the LCS drainage stone.
During operations, chimney drains may be modified with pipe fittings to allow the chimney drain
pipe to drain leachate from the active face.
Sumps are located at the low point of the landfill phases. Phases I and II each have one sump that
collected leachate is pumped via forcemain to the lined leachate basin.
The LCS sumps are equipped with a dedicated duplex pump system. The LCS system control panels
are equipped with visual and audible alarms programmed to activate at the programmed sump
liquid level. The alarms are equipped with a test function.
2.3.1 LCS Maintenance
The maintenance of the LCS's physical facilities (consisting of high-density polyethylene (HDPE)
piping) and records will be performed by or under the direct supervision of Duke. Visual
observations of the LCS system performance will be made monthly by Duke staff to verify that the
LCS is performing properly.
Cleanout pipes will be located on the LCS leachate lateral and header pipes. LCS pipes will be
cleaned out by the use of a cleanout snake or high-pressure water flushing at least once a year, and
the LCS piping will be remote-camera monitored at least once every 5 years. The frequency of
cleanout and camera inspections may be modified based on consecutive inspection results and
observed operating conditions.
Prior to losing access to the north ends of the collection pipes in Phase I, a full video-inspection will
be performed. Following loss of north access, video-inspection coverage for the collection pipes in
Phase I will be performed to the greatest extent possible from the permanent cleanouts at a
frequency of at least once every five years.
2.3.2 LCS Record Keeping and Sampling
Records will be maintained documenting the leachate pipe cleanout and camera monitoring.
Untreated leachate shall be sampled and analyzed at least semi-annually concurrently with the
groundwater water sampling as discussed in the approved Water Quality Monitoring Plan.
2.3.3 Leachate Spill Procedures
In the event of a breakout, leak or pipe failure, Duke Energy staff will immediately (within 24
hours) verbally notify the Division as follows:
Weekday business hours – Compliance Officer
Asheville Regional Office
[phone]
Section 2  Operations Management
2-9
Other times - Emergency Management Center Phone Number
[phone]
Duke Energy staff shall speak directly with an NCDEQ SWS individual. Following verbal
notification, staff shall identify the areas, if any, contaminated by the breakout/leak/pipe failure.
Should leachate collect in a sediment pond or other surface waters, Duke Energy staff will analyze
the contaminated water, if sampling is practical, for constituents list in the approved Water Quality
Monitoring Plan. Written notification of the leachate spill and the constituents to be analyzed shall
be submitted to SWS. The sample results will be forwarded to SWS and used to determine whether
the pond or surface waters are impacted by the release.
2.4 Stormwater Collection and Conveyance
Stormwater that does not come in contact with waste will be treated as non-contact water. Non-
contact water will be managed separately from leachate and may be used for dust control or other
operational purposes. The stormwater collection system has been designed to pass the minimum
25-year, 24-hour storm event, and will generally consists of the following components:
 Tack-on benches;
 Downdrains; and
 Perimeter ditches.
Intermediate cover will be placed over waste at the exterior side slopes. Tack-on benches, only for
final cover, may be placed to convey non-contact surface water from the exterior side slopes to
downdrains. The tack-on benches and downdrains may be constructed and extended as operations
progress. The downdrains discharge to perimeter ditches then sedimentation ponds, which in turn
ultimately discharge to Suck Creek via a system of culverts and channels.
Completed areas shall be adequately sloped at a minimum of 5% to allow surface water runoff in a
controlled manner.
On final sideslopes, berms and swales or benches and downdrain pipes will convey stormwater to
perimeter channels. Plateau areas will be graded to a minimum 5% slope.
2.4.1 Stormwater Discharge
The stormwater system at the landfill was designed to assist in prevention of the discharge of
pollutants. Landfill operation shall not cause a discharge of pollutants into waters of the United
States, including wetlands, that violates any requirement of the Clean Water Act, including but not
limited to NPDES requirements, pursuant of Section 402. In addition, under the requirements of
Section 404 of the Clean Water Act, the discharge of dredge or fill material into waters of the state
would be a violation of the requirements and shall not be allowed by landfill operations.
Operations of the landfill shall not cause the discharge of a non-point source of pollution to waters
of the United States, including wetlands, that violates any requirements of an area-wide or
statewide water quality management plan that has been approved under Section 208 or 319 of the
Clean Water Act, as amended.
Section 2  Operations Management
2-10
2.5 Stormwater Maintenance Requirements
All drainage features (i.e., diversion ditches, berms, risers, discharge pipes, chimney drains, etc.)
will be inspected every 7 days and within 24 hours of rainfall events of 0.5 inches or greater, and
documented for signs of damage, settlement, clogging, silt buildup, or washouts. If necessary,
repairs to drainage control features will be made as early as possible.
2.6 Groundwater Monitoring Well Access Requirements
Groundwater monitoring wells will be located around the landfill perimeter. A readily accessible,
unobstructed path shall be maintained so that monitoring wells may be accessed using four-wheel
drive vehicles. Care must be taken around the wells to prevent any damage to the wells.
In accordance with 15A NCAC 13B .0505 (7) (a), the separation distance of four feet between waste
and water table was maintained in the design of this phase. This is illustrated on Drawings C-21
and CD-20 of the Engineering Plans
2.7 Landfill Gas Management
Because the nature of the waste to be placed in the Rogers CCP Landfill, the owner does not
anticipate that methane or hydrogen sulfide gas will be generated or that odor will be an issue
during operations. Therefore, landfill gas monitoring and management is not proposed.

3-1
Section 3
Erosion and Sediment Control
Erosion and sedimentation control (E&SC) during landfill operations will consist of monitoring
and repairing E&SC stormwater conveyance features and surface erosion as defined in this
Operations Plan and the active Erosion and Sediment Control Plan.
3.1 E&SC Measures Monitoring and Maintenance
Erosion control principles include:
 Disturbing as little area as possible at any one time for landfilling operations.
 Seeding/mulching of disturbed areas commencing as soon as practically possible.
Employing erosion control matting or seeding and mulch on steep slopes and other erosion
prone areas;
 Use of earthen berms, wattles, silt fences, riprap, or equivalent devices down gradient of
disturbed areas, stockpiles, drainage pipe inlets and outlets, and at intervals along grassed
waterways, until such time as permanent vegetation is established.
 Placement of riprap at the inlets and outlets of stormwater piping.
Erosion and sedimentation control structures include stormwater best management practice
(BMP) systems, settling basins, and channels. Stormwater BMP’s shall be inspected every 7 days
and within 24 hours of rainfall events 0.5 inches or greater. Sediment shall be removed from each
structure when sediment accumulates to one half of the design depth. Sediment removal shall
bring BMP’s to their original design depth. The BMP’s, embankments, spillways and outlets shall
also be observed for erosion damage. Necessary repairs shall be made immediately. Trash or
debris within the riser structures or outfalls shall be removed.
Channels shall be observed for damage every 7 days and within 24 hours of rainfall events 0.5
inches or greater. Riprap-lined channels and outlet protection aprons used to prevent damage to
channel vegetation shall be observed for washouts. Riprap shall be added to those areas, as
needed, to maintain the integrity of the structure.
Embankment slopes shall be inspected for erosion every 7 days and within 24 hours of rainfall
events 0.5 inches or greater. The embankment slopes shall be mowed at least three times a year.
The embankment slopes shall be fertilized in the second year unless vegetation growth is fully
adequate. Damaged areas shall be reseeded, fertilized and mulched immediately. Seeding,
fertilizing, and mulching shall be in accordance with the North Carolina Erosion and
Sedimentation Control Guidelines, the active Erosion and Sediment Control Plan, and the most
recent Rogers Vegetation Maintenance Implementation Plan (VMIP).
Ground stabilization shall be performed within 7 calendar days on perimeter areas and slopes
greater than 3H:1V. Ground stabilization shall be performed within 14 calendar days in other
Section 3  Erosion and Sediment Control
3-2
areas. Seedbed preparation, seeding, soil amendments, and mulching for the establishment of
vegetative ground cover will be applied in accordance with North Carolina Erosion and
Sedimentation Control Guidelines (see Section 4).
3.2 Surface Erosion Monitoring
Adequate erosion control measures shall be practiced to prevent sediment from leaving the site.
Channels will be observed once every seven days and within 24 hours after any rainfall event of
0.5 inches or greater.
Slopes will be periodically checked for erosion and vegetative quality, fertilized, and mowed. A
slope or portion thereof shall be identified as needing maintenance if it meets any one of the
following conditions:
 Exposed waste on exterior slopes
 Areas of cracking, sliding, or sloughing
 Areas of seepage
Slopes identified as needing maintenance shall be repaired as soon as practical and as
appropriate to correct deficiencies. Repair activities may include re-dressing the slope, filling in
low areas, and/or seeding.

4-1
Section 4
Vegetation Management
Within six months after final termination of disposal operations at the site, the area shall be
stabilized with vegetation as required by design drawings and the Closure and Post-Closure Plan.
Temporary seeding will be applied as required.
Temporary methods of erosion control may be required until permanent cover is established.
Mulching, until a vegetative cover is established, can stabilize areas where final grade has been
reached. Soil mulching can be achieved using wood chips, straw, hay, asphalt emulsion, jute
matting, and synthetic fibers. Mulches allow for greater water retention; reduce the amount of
runoff; retain seeds, fertilizer, and lime in place; and improve soil moisture and temperature
conditions.
4.1 Temporary Seeding
Temporary seeding shall be applied as specified in the current Rogers Vegetation Maintenance
Implementation Plan (VMIP). Alternatively, temporary seeding will be applied per the NC
Erosion and Sediment Control Planning and Design Manual [June 2006, Revised March 2009.
4.2 Permanent Seeding
Permanent seeding shall be applied as specified in the current Rogers VMIP. Alternatively,
permanent seeding will be applied per the NC Erosion and Sediment Control Planning and Design
Manual [June 2006, Revised March 2009].
4.3 Over-Seeding
Over seeding will be applied per the NC Erosion and Sediment Control Planning and Design
Manual [June 2006, Revised March 2009] and the current Rogers VMIP.

5-1
Section 5
Landfill Closure
The Rogers CCP Landfill will be closed in accordance with the design drawings and Closure and
Post-Closure Plan. The Closure and Post-Closure Plan outlines the sequence for closing the
landfill and the post-closure maintenance activities. Closure is designed to minimize the need for
long-term maintenance and control the post-closure release of contaminants. Closure activities
may be revised as appropriate for materials, specifications, technology advancements, or changes
in regulations at the time the landfill is closed or in post-closure. In general, the landfill
development is designed so that final cover can be established as soon as practical.

6-1
Section 6
Required Regulatory Submittals
Table 6-1. Required Regulatory Submittals
Submittal Requirement Reporting/Action
Frequency
Groundwater
Monitoring
Reports
Maintain a record of all monitoring events and analytical data in
accordance with the Water Quality Monitoring Plan. Reports of
the analytical data for each water quality monitoring sampling
event shall be submitted to NCDEQ Division of Waste
Management
(DWM) within 60 days of sampling event.
Semiannually
Annual
Tonnage
Reports
Tons of waste received and disposed of in the landfill shall be
reported to the DWM and to all counties from which waste was
accepted on forms prescribed by the DWM. Refer to the Permit
to Operate for annual reporting requirement information.
Annually

Must submit no
later than August
1
each year
10-Year
Waste
Management
Plan
Per North Carolina G.S. 130A-309.09D (c):
 A 10-year waste management plan shall be developed
for this landfill and submitted to DWM.
 The plan shall be updated and submitted to DWM at
least every three years.
 A report on the implementation of the plan is required
to be submitted to DWM by August 1 of each year.
10-year plan
prepared every 10
years

10-year plan
updated every 3
years

Implementation
report annually

OPERATIONS PLAN
APPENDIX A

DUST CONTROL PLAN
Dust Control Plan S&ME Project No. 1264-05-717
Duke Energy – Cliffside Steam Station June 24, 2011

2
Cc: Ed Mussler, NCDENR ([e-mail])
Deb Aja, NCDENR ([e-mail])
Andy Tinsley, Duke Energy ([e-mail])
Steve Hodges, Duke Energy ([e-mail])
Jeff Newell, Duke Energy ([e-mail])
Ed Sullivan, Duke Energy ([e-mail])
Joseph White, Duke Energy ([e-mail])
Chris Ussery, Duke Energy ([e-mail])

Attachments: Dust Control Plan, June 24, 2011, CCP Landfill, Cliffside Steam Station,
Permit No. 81-06

DUST CONTROL PLAN COAL COMBUSTION PRODUCT (CCP) LANDFILL PERMIT NO. 81-06 CLIFFSIDE STEAM STATION RUTHERFORD AND CLEVELAND COUNTIES, NORTH CAROLINA
S&ME Project No. 1264-05-717
S&ME Engineering License No. F-0176

Prepared for:
526 South Church Street
Charlotte, North Carolina 28202

Prepared by:
S&ME, Inc.
9751 Southern Pine Boulevard
Charlotte, North Carolina 28273

June 24, 2011

TABLE OF CONTENTS

1. INTRODUCTION AND SITE DESCRIPTION...............................................................................1
2. DUST CONTROL METHODS ..........................................................................................................1
3. MONITORING AND CORRECTIVE ACTION RESPONSE.......................................................2
3.1 MONITORING.................................................................................................................................2
3.2 CORRECTIVE ACTION....................................................................................................................3

FIGURE TITLE

1 Phase 1 Operations Grid

i
Dust Control Plan S&ME Project No. 1264-05-717
Duke Energy – Cliffside Steam Station – CCP Landfill June 24, 2011

1. INTRODUCTION AND SITE DESCRIPTION
This Dust Control Plan is for the Coal Combustion Products (CCP) Landfill at Duke
Energy’s Cliffside Steam Station. This Plan provides dust control methods for managing
dust emissions at the landfill and provides a monitoring program and corrective action
response to contain CCP’s to prevent dust nuisances to employees and the public. The
monitoring program will aid Duke Energy and the landfill operator in evaluating the dust
control methods, or combination of dust control methods, that prove effective with site
specific conditions.

The landfill has an approximate 23-acre footprint, and is used for CCP management.
CCP’s to be placed in the landfill are further detailed in the Operations Plan. This Plan is
to be implemented by the landfill operator in conjunction with the approved landfill
Operations Plan.
2. DUST CONTROL METHODS
The primary potential source of dust emissions in the landfill is the top deck area and
active area of waste placement. These areas are at a higher risk for producing dust due to
vehicular and equipment traffic and earthworks-like construction. Exterior landfill slopes
are less of a dust control concern as they have intermediate or operational soil covers
which are vegetated as required in the Operations Plan. Operational soil cover is
currently defined as 6 inches of soil material applied weekly to the active area of waste
placement.

Dust emissions from the landfill can be controlled through a variety of dust control
methods. Possible dust control methods are identified herein. Dust control methods may
be characterized as products and/or applications, structural wind breaks and/or covers,
and operational methods.

Dust control methods for the landfill area include:

• Watering;
• Establishing vegetative cover;
• Mulching;
• Structural controls consisting of:
o Wind breaks (i.e. fencing and/or berms); and
o Temporary coverings (i.e. tarps);
• Spray applied dust suppressants consisting of, and not limited to:
o Anionic asphalt emulsion;
o Latex emulsion;
o Resin in water;
o Polymer based emulsion; and
o Mineral mortar coatings (i.e. posi-shell);
• Calcium chloride;
• Soil stabilizers (i.e. soil cements);
1
Dust Control Plan S&ME Project No. 1264-05-717
Duke Energy – Cliffside Steam Station – CCP Landfill June 24, 2011

• Operational soil cover;
• Modifying the active working area; and
• Modifying operations during dry and windy conditions.

The operator may use, and is not limited to, combinations of these dust control methods
or any method that is technically sound to control dust for the specific site conditions. If
the operator intends to use a dust control method not presented above, the proposed dust
control method will be evaluated on a case-by-case basis to assess the effectiveness with
specific site conditions. For the purposes of this Plan, operational soil cover will be
defined as soil material applied at a suitable thickness to provide dust control. The
effectiveness of the dust control methods implemented should be evaluated through a
dust monitoring program outlined in Section 3.

Operational equipment generally consists of dump trucks, vibratory smooth drum roller,
bulldozer, water truck, spray trailer, track hoe, and service truck. Operational equipment
will be used to construct, install, apply, and/or repair dust control methods. The operator
will make provisions to alleviate any on-site issues that arise when primary equipment is
being maintained or is inoperable. In the event that Cliffside Steam Station contains
multiple landfill facilities in the future, the landfill operator will make provisions to have
the necessary equipment to control multiple fugitive CCP dusting emission events.
3. MONITORING AND CORRECTIVE ACTION RESPONSE
This section describes a dust monitoring program and suggests corrective action
responses should fugitive emissions be observed.
3.1 Monitoring
During landfill operations, a dust monitoring program will be implemented to evaluate
the dust control measure performance and observe the areas for dust emissions. The dust
monitoring program consists of performing visual observations of dust prone areas, dust
control measures, and monitoring existing and forecasted weather conditions.

Dust emissions can occur under many conditions. For the purposes of this Plan, dust
emissions are characterized as fugitive emissions, where CCP dust is located outside the
limit of landfill waste. This is most likely to occur during windy, dry, and hot weather
conditions. Therefore, the operator will monitor both existing and forecasted weather
conditions and use dust control measures suited to the weather conditions. The dust
control measures shall be implemented prior to the forecasted weather conditions.

Equipment operators shall continuously observe the active face and other areas within the
landfill limit for dust emissions. In addition, preventative dust control measures should
be observed and documented at least twice daily (morning and afternoon) when the
landfill is in operation to evaluate the dust control measure performance. Additional
observations may be necessary as site and weather conditions dictate. Observations will
be documented on the attached “Monitoring Worksheet,” or online database/worksheet,
etc. Due to the continual maintenance necessary on moisture conditioned and spray-
2
Dust Control Plan S&ME Project No. 1264-05-717
Duke Energy – Cliffside Steam Station – CCP Landfill June 24, 2011

3
applied areas, the operator shall pay particular attention to these areas. Structural
controls shall be observed to monitor that they are achieving their intended purpose.
Observations in the landfill area may be made with reference to the Phase 1 Operations
Grid shown in the attached Figure 1.

Monitoring will be conducted during times when the landfill is in operations. The
operator shall continue to provide necessary dust control measures during periods when
operations are inactive (i.e. outages, weekends, holidays). Operators are to establish
appropriate measures so that dust emissions are not reasonably likely to occur during
inactive operations periods when monitoring is not being conducted.
3.2 Corrective Action
If fugitive dust emissions are observed and observations indicate dust control measures
are not achieving their intended purpose, then appropriate corrective actions will be
taken. Dust control measures should be reapplied, repaired, or added, as necessary, to
control dust emissions. The operator will construct, install, apply, and/or repair dust
control measures prior to the end of the work day to control dust emissions during non-
operating hours. The operator will implement dust control measures as preventative
controls rather than in response to fugitive dust emissions.

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Report 
Duke Energy 

Cliffside CCP Landfill 
Closure/Post‐Closure Plan 

December 2011  

TOC ‐ 1 
Heading 1 (Section Number) 
Heading 1 (Section Title)
Closure/Post‐ Closure Plan 
Table of Contents
Section 1 – Closure Plan 
1.1  Final Cover System ....................................................................................................................... 1‐1 
1.2  Landfill Gas System ....................................................................................................................... 1‐2 
1.3  Estimate of Largest Closure ...................................................................................................... 1‐2 
1.4  Estimate of Maximum Inventory of Waste on Site ......................................................... 1‐2 
1.5  Landfill Closure Sequence.......................................................................................................... 1‐2 
1.5.1 Determination of Closure Area .................................................................................. 1‐2 
1.5.2  Notification of Intent to Close ..................................................................................... 1‐4 
1.5.3  Develop Closure Schedule ............................................................................................ 1‐4 
1.5.4  Prepare Construction Contract Documents ......................................................... 1‐4 
1.5.5  Develop Closure Schedule ............................................................................................ 1‐4 
1.5.6  Selecting a General Contractor ................................................................................... 1‐4 
1.5.7  Securing Borrow Material for Landfill Cover ....................................................... 1‐4 
1.5.8  Certification of Closure Construction ...................................................................... 1‐4 
1.5.9  Record Notation to Deed ............................................................................................... 1‐4 
1.6  Financial Assurance ...................................................................................................................... 1‐5 
Section 2 – Post‐Closure Plan 
2.1  Maintenance and Monitoring Activities .............................................................................. 2‐1 
2.1.1  Final Cover System .......................................................................................................... 2‐1 
2.1.2  Leachate Collection System ......................................................................................... 2‐2 
2.1.3  Groundwater Monitoring Wells ................................................................................. 2‐2 
2.1.4  Landfill Gas System ......................................................................................................... 2‐3 
2.2   Erosion and Sedimentation Control System ...................................................................... 2‐3 
2.3  Certification of Post‐Closure ..................................................................................................... 2‐3 
2.4  Name of Individual Responsible for Post‐Closure Maintenance of the Site ........ 2‐3 
2.5  Planned Use of Landfill After Closure ................................................................................... 2‐4 
2.6  Financial Assurance ...................................................................................................................... 2‐4 
List of Figures 
Figure 1‐1  Final Cover System ....................................................................................................................... 1‐3 
List of Tables 
Table 1‐1   Closure Cost Estimate .................................................................................................................. 1‐6 
Table 2‐1  Post Closure Cost Estimate ........................................................................................................ 2‐5 
Table 2‐2  Potential Assessment and Correction Action Costs ....................................................... 2‐6 

1‐1 
Section 1 
Closure Plan 
Rule .0504 (2) (c) (ii) and (iii) of the North Carolina Solid Waste Regulation Section 15A NCAC 
13B requires a construction plan that shows final contours depicting surface water control.  
Sheet C‐22, found in the Engineering Plan, shows the final contours for Phases I and II whereas 
Sheets CD‐21 and CD‐22 show corresponding details. 
Rule .1617 (a) (1) (E) requires municipal solid waste landfill (MSWLF) owners/operators to 
prepare a closure plan that describes the steps necessary to partially close a MSWLF at any point 
during its active life as well as the steps necessary to facilitate final closure.  Partial closure refers 
to the closure of a landfill phase, while final closure is the closure of an entire landfill.  The Solid 
Waste Section (SWS) has requested this information as well for industrial landfills and has 
recommended compliance with the above rule to adhere to the request. 
In providing this information, the closure plan will assist Duke Energy (Duke) towards achieving 
the goals of closure implementation, which are: to prevent exposure of the disposed industrial 
waste and minimize leachate generation in order to protect public health and the environment.  
The control of landfill gas is another goal but does not apply to industrial landfills due to the 
nature of the waste.  Specifically, this closure plan establishes: design criteria for the closure cap 
system, a closure sequence and construction schedule, construction cost estimates, and other 
important information relating to closure. 
1.1 Final Cover System 
The final cover system has been designed to minimize the amount of storm water infiltration into 
the landfill and to resist erosive forces.  The final cover system consists of an erosion layer, 
protective soil layer, drainage layer, barrier layer, and gas venting layer (if determined 
necessary).  The multi‐layered cap system will provide a permeability less than or equal to the 
base liner system of the landfill. 
The cap system will consist of the following layers (listed from top to bottom): 
 A six‐inch Vegetative Soil Layer consisting of soil capable of supporting native plant 
growth; 
 An 18‐inch Protective Soil Layer to prevent damage due to freezing or puncture to the 
Drainage and Barrier Layers; 
 A Drainage Layer consisting of a geocomposite.  The geocomposite is designed to drain 
stormwater that has percolated through the Erosion and Protective Soil Layers in order to 
prevent the build‐up of water over the Barrier Layer (thus minimizing infiltration); 
Section 1    Closure Plan 
 1‐2 

 A Barrier Layer consisting of a geomembrane; and 
 A Gas Venting Layer (if determined necessary), placed over a compacted soil subgrade. 
Due to the highly elastic nature of the geomembrane, the final cover system will accommodate any 
differential settlement that may occur during the post‐closure period.  The grades of the top surface slopes 
will not be less than 5 percent (to prevent ponding) and the side slopes will not exceed 33 percent (to 
prevent erosion).  Figure No. 1­1 provides a section detail of the proposed final cover system. 
1.2 Landfill Gas System 
The nature of the disposed industrial waste precludes typical landfill gas generation.  If during closure 
design, landfill gas is deemed to require control measures, a landfill gas venting system may be included in 
the construction.  The venting system can incorporate the gas venting layer as stated above vertical landfill 
gas venting wells. 
1.3 Estimate of Largest Closure 
The construction of the landfill will occur in 5 phases, with each phase providing approximately 5 years of 
capacity.  Phase I is 23 acres, whereas the proposed Phase II is approximately 15 acres.  Thusly, Phases I 
and II would be the largest closure to date, covering an area of approximately 38 acres.  This area is 
presented in Sheet C‐22. 
1.4 Estimate of Maximum Inventory of Waste On‐site 
The maximum amount of waste that is expected to be landfilled at the Cliffside CCP Landfill through final 
build‐out was calculated using the Earthworks Module of Softdesk.  The total gross airspace available 
between the top of base liner protective cover to proposed top of final cover is approximately 13,066,000 
cubic yards (cy).  Deducting the volume of the final cover system (277,500 cy), the maximum available net 
airspace for waste and intermediate and operational cover to be landfilled is projected to be 12,788,500 cy. 
1.5 Landfill Closure Sequence 
The development of the landfill will be integrated so that one phase will be in operation while another 
phase is being constructed.  Additionally, closure activities may be initiated in phases.  Although not 
mandatory, Duke may elect to complete a partial closure for an area or may complete a final closure at the 
end of operations.  The steps for implementing the closure process are described in the following 
subsections.  The steps are the same for partial closure and final closure. 
1.5.1 Determination of Closure Area 
Duke will determine the location and acreage of areas to be closed.  Closure procedures should not be 
instituted until an adequate area (approximately 10 acres or more) of the landfill has reached final grade.  
An estimate of landfill area that has reached final grade should be determined periodically by the surveyor 
for the site during the active life of the facility.   
Section 1    Closure Plan 
 1‐4 

1.5.2 Notification of Intent to Close 
Once Duke has determined that an area will be closed, a Notice of Intent to Close must be placed in 
the operating record and SWS must be notified of the action, including location, acreage, and 
scheduling of the closure activities.  The final cover design, area to be closed, and scheduling of 
closure activities presented in this Permit Application shall be reviewed and updated as necessary. 
1.5.3 Develop Closure Schedule 
Duke will prepare a schedule for bidding and construction of the closure activities.  Closure activities 
must be completed within 180 days of beginning closure activities unless Duke gains approval from 
the SWS by demonstrating that the construction period, by necessity, will require an extended 
schedule and that measures to protect human health and the environment have been implemented in 
the interim. 
1.5.4 Prepare Construction Contract Documents 
For the purpose of bidding, construction documents will be prepared for the area to be closed.  The 
bidding documents will allow contractors to estimate the quantity of materials needed to properly 
implement the closure plan, as well as estimating the construction costs. 
1.5.5 Develop Closure Schedule 
Once the SWS has reviewed and commented on the closure schedule, Duke will prepare a final 
schedule for bidding and construction of the closure activities. 
1.5.6 Selecting a General Contractor 
After receiving bids, a contractor will be awarded the job of constructing the final cover according to 
the approved closure plan.  The contractor will be required to complete all closure activities within 
180 days of beginning such activities, or as otherwise approved by the SWS. 
1.5.7 Securing Borrow Material for Landfill Cover 
The material to be used for construction of the closure cap system will be obtained from on‐site 
sources.  Once usable on‐site material has been exhausted, borrow material will be obtained from off‐
site sources.   
1.5.8 Certification of Closure Construction 
The project engineer shall provide certification at the completion of construction to verify that closure 
has been completed in accordance with the closure CQA plan.  Duke shall place the certification in the 
operating record and forward a copy of the certification to the SWS. 
1.5.9 Record Notation to Deed  
After final closure of the property, a notation will be placed on the deed to the property stating that 
the property was used as a landfill facility, and its use is restricted under the closure plan approved by 
the SWS. 
Section 1    Closure Plan 
 1‐5 

Closure Sequence 
Activity Process Date 
Determination of Closure Area and Initiate Closure 
Process 
No later than 30 Days after the final receipt of 
waste 
Notification of Intent to Close Once an area has been determined to be closed 
Develop Closure Schedule for Closure Activities ‐ 
Prepare Construction Contract Documents ‐ 
Develop Closure Schedule Once the SWS has commented on the closure 
schedule 
Select a General Contractor After receiving sealed bids 
Closure Construction Closure activities must be completed within 180 
Days of beginning closure activities or as 
otherwise approved 
Certification of Closure Construction At completion of construction 
Record Notation to Deed After final closure of property 

1.6 Financial Assurance 
A detailed cost estimate based on current costs has been prepared for closure of the largest active area of 
the landfill facility at any time during the life of the facility and is provided in Table 1‐1.  A copy of the cost 
estimate has been placed in the operating record.  The cost estimate will be annually adjusted to account 
for inflation and any changes in conditions at the facility or in the design.  If conditions call for a reduction 
in the amount to be financially assured, approval of the SWS must be obtained prior to officially reducing 
the amount. 

Quantity Unit Cost Total
Final Cover System
Grade Intermediate Cover 38.6 ac $ 3,800.00 $146,680
Cap System Components:
a. 6” Vegetative Layer 31,137 sy $ 1.67 $51,999
b. 18” Protective Cover 93,412 sy $ 2.00 $186,824
c. Drainage Net 186,824 sy $ 7.00 $1,307,768
d. 40-mil text. LLDPE Geomembrane 186,824 sy $ 4.50 $840,708
Temporary Erosion Control 38.6 ac $ 4,300.00 $165,980
Stormwater Management
Grass-lined Ditches (Final Cover Swales)7,490 lf $ 24.00 $179,760
CPP Downdrains 6,210 lf $ 35.00 $217,350
Outlet Protection Aprons 10 ea $ 2,000.00 $20,000
Yard Inlets 48 ea $ 3,500.00 $168,000
Surveys 38.6 ac $ 1,400.00 $54,040
Final Landscaping
Seeding, Fertilizing & Mulching 38.6 ac $ 1,800.00 $69,480
Subtotal $3,408,589
Mobilization/Demobilization (5% of Subtotal)$170,429
Engineering Services, CQA/CQC (12% of
Subtotal)$409,031
Contingency (15% of Subtotal)$511,288
TOTAL $4,499,338
COST PER ACRE $116,563
September 2011
Table 1-1
Rutherford County, North Carolina
Duke Energy - Cliffside CCP LF
Closure Cost Estimate
Permit No. 81-06
Phases I and II

2‐1 
Section 2 
Post‐Closure Plan
Rule .1617(a)(1)(E), of the North Carolina Solid Waste Regulation Section 15A NCAC 13B .1600, 
requires owners/operators of municipal solid waste landfill (MSWLF) units to prepare a post‐
closure plan.  The purpose of the plan is to provide the necessary information for preserving the 
integrity of the landfill facility in its post‐closure life.  This post‐closure plan specifically 
addresses maintenance activities for the closure cap, landfill gas control system (if necessary), 
leachate collection system, groundwater monitoring wells, and erosion and sedimentation 
control system.  This plan also addresses certification and financial assurance requirements.  The 
Solid Waste Section (SWS) has requested this information as well for industrial landfills and has 
recommended compliance with the above rule to adhere to the request. 
Also included with this section is a cost estimate for potential assessment and correction action 
costs. 
Post‐closure care will begin immediately following final closure of the landfill.   Post‐closure care 
may be decreased from the minimum time period of 30 years specified in the regulations if Duke 
Energy (Duke) can demonstrate that the reduced period will pose no threat to human health or 
the environment.  However, the SWS reserves the right to increase the post‐closure care period if 
it is deemed necessary to protect human health and the environment. 
2.1 Maintenance and Monitoring Activities 
Post‐closure maintenance and monitoring activities for the Cliffside CCP Landfill will include the 
activities discussed in the following sections. 
2.1.1 Final Cover System 
Inspection of the final cover system will take place quarterly and encompass the entire landfill.  
Items of concern to be noted by the inspector include but are not limited to: signs of erosion 
(ruts, sediment deposits, etc.), patches of stressed or dead vegetation, animal burrows, recessed 
areas or ponding, upheaving, leachate seepage stains and/or flowing leachate, cracks in the cap, 
damaged gas vents (if any) and tree saplings (especially species with tap roots).  Following each 
inspection, a summary report of the condition of the cover and the items of concern should be 
recorded in the post‐closure log book of the facility.  Areas that require further attention should 
be photographed and delineated on a map of the facility.  These items should also be entered in 
the log book.  Since post‐closure inspection personnel will most likely change during the post‐
closure period, the post‐closure  
 log book should be kept in a standardized format that allows for new inspection personnel to 
easily review the results of past post‐closure inspections of the site.  Action should be taken 
immediately to address any items of concern identified during the inspection.  Obvious repair 
items should be performed under the supervision of the post‐closure maintenance manager.  If 
an item of concern requires further study to determine a course of action, the engineer 
responsible for closure design should be contacted for consultation.   
Section 2    Post‐Closure Plan 
 2‐2 

2.1.2 Leachate Collection System 
Inspection of the accessible items of the leachate collection system (ie. clean‐outs, basin, and pump 
stations) will be made on a quarterly basis.  Inspection and cleaning of the collection lines will be 
performed at a frequency proposed by Duke and approved by NCDENR.  As part of the quarterly inspection, 
the leachate basin will be inspected for damage to the liner system.  Depending on seasonal conditions, the 
basin may be drained so that a thorough inspection may be made (a complete inspection should be made at 
least once every two years or otherwise determined by Duke).  The inspector should survey the basin for 
items of damage such as tears in the protective layer and/or liner, heaving, and exposed liner in the anchor 
trench.  The outside slope of the basin should be inspected for leachate seepage.  Signs of leachate seepage 
may include damage to vegetation, staining of the soil and vegetation, or actual leachate flow.  
The pump stations and flow meter vault should be inspected quarterly by a qualified inspector who is 
knowledgeable in the construction and operation of pump stations and flow meters.  The inspector should 
manually operate each pump to ensure that they are working properly.  The high and low level alarms 
should be checked at this time, and the overall condition of the wiring and support structures should be 
inspected also.  The flow meter calibration shall be checked (and scheduled for recalibration as required) 
quarterly and flow meter records shall be monitored and placed in the post‐closure log book.  The pump 
control panel shall be fully inspected at the same time, to ensure proper alarm operations, reset functions, 
and normal operations performance.  Run time readings shall be recorded for each pump.  A summary 
report of the condition of the leachate basin, pump station and metering facilities should be recorded in the 
post‐closure log book along with photographs of any items of concern.  
The clean‐outs should be inspected for damage on a quarterly basis.  The protruding portion of each clean‐
out should be checked for damage and the cap should be checked for proper operation. 
If problems with the leachate collection system are discovered, or abnormally high or low flows are 
recorded from the pump station, assessment and/or repairs should begin immediately.  
2.1.3 Groundwater Monitoring Wells 
Inspection of the groundwater monitoring wells will take place semi‐annually during sampling events.  The 
inspection will consist of verifying the condition of the monitoring wells to ensure that they are providing 
representative samples of the groundwater.  The inspector should note the following: 
1) The total depth of the well should be recorded every time a water sample is collected or a water level 
reading is taken to check if sediment has accumulated at the bottom.  If sediment build‐up has 
occurred, the sediment should be removed by pumping or bailing. 
2)   If turbid samples are collected from a well, redevelopment of the well will be necessary. 
3)   The above‐ground protective casing should be inspected for damage.  The protective casing should be 
of good structural integrity and free of any cracks or corrosion.  The lockable cover and lock should 
also be checked at this time. 
4) The surface seals should be inspected for settling and cracking.  If the seal is damaged in any way, the 
seal should be replaced. 
5)  The well casing and cap should be inspected.  The casing and cap should be of good structural integrity 
and free of any cracks or corrosion.  Any debris should be removed from around the cap to prevent it 
from entering the well. 
Section 2    Post‐Closure Plan 
 2‐3 

The condition of the groundwater monitoring system should be recorded in the post‐closure log book 
following each sampling event.  Monitoring of the groundwater wells shall be conducted as described in the 
groundwater monitoring plan.  
2.1.4 Landfill Gas System 
If a landfill gas system has been deemed necessary and installed during closure, inspection of the landfill 
gas system should take place at least quarterly.  The summary of each inspection of the landfill gas system 
should be recorded in the post‐closure log book along with photographs of any items of concern. 
2.2 Erosion and Sedimentation Control System 
Inspection of the erosion and sedimentation control system should occur semi‐annually and after major 
storm events.  During each inspection, the elements of the system including ditches, pipes, ponds, and 
inlet/outlet structures should be checked for obstructions and damage.  The ditches should be inspected for 
obstructions, erosion of side slopes, loss of vegetative cover, shifting of riprap, excessive buildup of 
sediment, or any other item that may prevent the proper functioning of the ditch.  Drainage piping should 
be checked for blockages and the inlets/outlets should be inspected for undercutting and rutting.  The 
sediment level in the detention ponds should be measured to determine if removal is required.  The 
condition of the riser/barrel should be checked to ensure that adequate gravel surrounds the riser and that 
the barrel is not filled with sediment.   
The berms of each pond should be inspected for stability.  Following each inspection, a summary report 
should be entered in the post‐closure log book along with photographs of any items of concern.  
Maintenance and/or repairs should be performed as prescribed by the inspectors review. 
2.3 Certification of Post‐Closure 
Following completion of the post‐closure care period, a certification verifying that post‐closure care 
was performed in accordance with the post‐closure plan and signed by a registered professional 
engineer will be made part of the operating record.  Duke will notify the SWS that the certification has 
been placed in the operating record.  
2.4 Name of Individual Responsible for Post‐Closure 
Maintenance of the Site 
Mr. Steve Hodges, DEGS Cliffside Environmental Coordinator, of Duke will be responsible for operations 
and maintenance of the site during the post‐closure period.  Mr. Hodges can be reached at the following 
address: 
Duke Energy 
Cliffside Steam Station 
573 Duke Power Road 
Mooresboro, NC 28114 
828‐657‐2339 (work) 
704‐363‐0819 (cell) 

Mr. Hodges most likely will not be employed with Duke throughout the entire 30 year post‐closure period.  
A new individual will be appointed at the time Mr. Hodges' employment with Duke ends. 
Section 2    Post‐Closure Plan 
 2‐4 

2.5 Planned Use of Landfill After Closure 
There are no planned uses for the landfill site after closure.  The property will remain Duke property, 
maintained by Duke, with public access prohibited.  
2.6 Financial Assurance 
Duke will submit a financial assurance package to SWS in accordance with the criteria set forth under Rule 
.1628.  A detailed cost estimate for post‐closure care has been prepared and is provided herein (Table 2‐1) 
and a copy has been placed in the operating record.  The cost estimate is based on 30 years of post‐closure 
care.  Each year, the estimate will be adjusted for inflation and any changes to the activities of post‐closure 
care. 
Potential assessment and corrective action costs is provided in Table 2‐2.  This cost estimate includes only 
estimates for groundwater and surface water monitoring and maintenance.  Currently, there are no 
corrective action plans in place at the facility.  Per NCGS 130A‐295.2(h), amended in July 2011, a minimum 
of $2,000,000 is required for this cost estimate. 

Quantity Unit Cost Total
Administration/Inspection/Recordkeeping
Project Engineer (84 hrs/yr @ $100/hr)30 yr $8,400 $252,000
Technician (68 hrs/yr @ $60/hr)30 yr $4,080 $122,400
Clerical (48 hrs/yr @ $50/hr)30 yr $2,400 $72,000
Maintenance
Fencing, Gates, Signs, etc.30 yr $500 $15,000
Access Roads 30 yr $2,000 $60,000
Mowing ($100 per acre, 38.6 acres for Phases I-II) 30 yr $3,860 $115,800
Stormwater Structures 30 yr $3,000 $90,000
Leachate Collection and Storage 30 yr N/A $0
Final Cover System ($400 per acre)30 yr $15,440 $463,200
Leachate Basin
Fees
Annual Permit Fee 30 yr $500 $15,000
Subtotal $1,605,400
Contingency (15%)$240,810
TOTAL $1,846,210
ANNUAL COST $61,540
Table 2-1
Post Closure Cost Estimate
Duke Energy - Cliffside CCP LF
Permit No. 81-06
Rutherford County, North Carolina
Phases I and II
September 2011
Cleanout, Demo and Abandon Leachate Basin 1 ls $400,000 $400,000
Quantity Unit Cost Total
Compliance Monitoring - Semi-Annual
Professional (64 hrs/yr @ $100/hr)30 yr $6,400 $192,000
Technician (16 hrs/yr @ $60/hr)30 yr $960 $28,800
Clerical (8 hrs/yr @ $50/hr)30 yr $2,000 $60,000
Sampling and Analytical
17 Groundwater Monitoring Wells Sampled and
Analyzed Semi-Annually for 30 years 1,020 events $500 $510,000
3 Surface Water Locations Sampled and
Analyzed Semi-Annually for 30 years 180 events $500 $90,000
Maintenance
Leachate Collection System - Annual Cleaning 30 yr N/A $0
Groundwater Monitoring Wells 30 yr $3,000 $90,000
Subtotal $970,800
Contingency (15%)$145,620
Note: Compliance monitoring based on Appendix I constituents TOTAL (ACTUAL)$1,116,420
ANNUAL COST $37,214
REQUIRED MINIMUM $2,000,000
April 2012
Table 2-2
Potential Assessment and Correction Action Costs
Duke Energy - Cliffside CCP LF
Permit No. 81-06
Rutherford County, North Carolina
Phases I and II

i
Table of Contents
Section 1 – Introduction
Section 2 – Landfill Subgrade
2.1 General ............................................................................................................................................. 2-1
2.2 Site Preparation ............................................................................................................................ 2-1
2.2.1 Overview.............................................................................................................................. 2-1
2.2.2 Clearing, Grubbing, and Topsoil Removal ............................................................. 2-1
2.2.3 Proof-rolling ....................................................................................................................... 2-1
2.2.4 Undercutting and Backfilling ...................................................................................... 2-2
2.2.5 Excavating Rock and Backfilling ................................................................................ 2-2
2.3 Filling/Embankment Construction ...................................................................................... 2-2
2.3.1 Fill Materials ...................................................................................................................... 2-2
2.3.2 Fill Placement and Testing ........................................................................................... 2-2
Section 3 Geosynthetic Clay Liner
3.1 Pre-Construction Submittals ................................................................................................... 3-1
3.2 Certification and Conformance Testing .............................................................................. 3-1
3.3 Subgrade Inspection and Deployment ................................................................................ 3-2
3.4 Overlap ............................................................................................................................................. 3-2
3.5 Repairs ............................................................................................................................................. 3-2
Section 4 HPDE Geomembrane
4.1 Pre-Construction Submittals ................................................................................................... 4-1
4.2 Certification and Conformance Testing .............................................................................. 4-1
4.3 Deployment .................................................................................................................................... 4-2
4.4 Seaming ............................................................................................................................................ 4-2
4.4.1 Pre-Weld Seams ................................................................................................................ 4-2
4.4.2 Production Seams ............................................................................................................ 4-3
4.4.3 Seam Testing ...................................................................................................................... 4-3
4.4.3.1 Non-Destructive Seam Testing ................................................................... 4-3
4.4.3.2 Destructive Seam Testing ............................................................................. 4-3
4.4.3.3 Procedure for Failed Test ............................................................................. 4-4
4.4.4 Repair of Failed Seams ................................................................................................... 4-4
4.5 Electrical Resistivity Testing ................................................................................................... 4-4
4.6 Panel Layout As-Built Drawings ............................................................................................ 4-4
Section 5 Composite Drainage Net
5.1 Pre-Construction Submittals ................................................................................................... 5-1
Table of Contents 
ii
5.2 Certification and Conformance Testing .............................................................................. 5-1
5.3 Deployment .................................................................................................................................... 5-2
Section 6 Protective Cover
6.1 Material Description ................................................................................................................... 6-1
6.2 Protective Cover Placement .................................................................................................... 6-1
6.3 Material Testing ............................................................................................................................ 6-1
6.4 Protective Cover Layer Thickness Verification ............................................................... 6-2
Section 7 Leachate Collection System
7.1 Placement ........................................................................................................................................ 7-1
7.2 Geotextile ........................................................................................................................................ 7-1
7.2.1 28-oz Fabric Pad ............................................................................................................... 7-1
7.2.2 8-oz Filter Fabric .............................................................................................................. 7-1
7.3 Leachate Pipe Testing ................................................................................................................ 7-2
7.3.1 Leachate Collection Pipe Cleaning and Taping .................................................... 7-2
7.3.2 Leachate Forcemain Testing........................................................................................ 7-2

Appendices
Appendix A - Inspection Daily Reports
A-1 CDM Smith Inspection Daily Reports
Appendix B - Earthwork
B-1 Daily CQA Reports, Field Nuclear Density/Moisture Testing Results, and Fill
Laboratory Testing
B-2 Protective Cover Placement Logs
B-3 Protective Cover Material Laboratory Testing
Appendix C - Geosynthetic Clay Liner
C-1 GCL Project QC Log
C-2 GCL Personnel QC Log and Resumes
C-3 GCL Manufacturer's Certification Reports
C-4 GCL Receiving Log
C-5 GCL Conformance Testing
C-6 Subgrade Acceptance Certificates
C-7 GCL Installation Tracking Log
C-8 GCL Damage Report
Appendix D - HDPE Geomembrane
D-1 HDPE Geomembrane Project QC Log
D-2 Tensiometer Certificates
Table of Contents 
iii
D-3 HDPE Geomembrane Manufacturer's Certification Reports
D-4 HDPE Geomembrane Receiving Logs
D-5 HDPE Geomembrane Conformance Testing
D-6 HDPE Geomembrane Installation Tracking Log
D-7 HDPE Geomembrane Pre-Weld Testing
D-8 HDPE Geomembrane Seaming Log
D-9 HDPE Geomembrane Destructive Testing Log
D-10 HDPE Geomembrane Destructive Laboratory Testing
D-11 HDPE Geomembrane Damage and/or Failure Report
D-12 HDPE Geomembrane Patch Placement Log
D-13 Leak Location Services Report

Appendix E - Composite Drainage Net (CDN)
E-1 CDN Project QC Log
E-2 CDN Manufacturer's Certification Reports
E-3 CDN Receiving Log
E-4 CDN Conformance Testing

Appendix F - Leachate Collection System
F-1 28-oz Fabric Pad Manufacturer's Certification Reports
F-2 28-oz Fabric Pad Conformance Testing
F-3 8-oz Filter Fabric Manufacturer's Certification Reports
F-4 8-oz Filter Fabric Conformance Testing
F-5 Leachate Collection System Inspection Report
F-6 Leachate Forcemain Test Reports

Appendix G - Drawings
G-1 Phase II As-Built Drawing
G-2 Protective Cover Layer Thickness Verification Survey
G-3 HDPE Geomembrane Panel Layout As-Built Drawing

1-1
Section 1
Introduction
The Duke Energy Cliffside coal combustion product (CCP) Landfill site is located south of Duke
Power Road and east of US Highway 221 in Rutherford and Cleveland Counties, North Carolina.
The site was issued a permit (Permit No. 8106-INDUS-2009) by the North Carolina Department of
Environmental Quality Solid Waste Section (NCDEQ SWS) on June 2009. Primary access to the
landfill is the plant haul road south of the plant and landfill. Access is controlled by the plant
guardhouse.
This report summarizes Construction Quality Assurance (CQA) services performed and provides
complete CQA documentation for the Cliffside CCP Landfill – Phase II Construction Project. This
report contains daily field reports, test results, and discussions of the test results and procedures
used during Phase I construction, which can be broken down into the following critical elements:
 landfill foundation,
 geosynthetic clay liner (GCL),
 high density polyethylene (HDPE) geomembrane,
 composite drainage net,
 leachate collection system, and
 protective cover layer.
CDM Smith provided inspection for all the above elements of work. Appendix A-1 includes CDM
Smith inspection daily reports and select photographs from February 19, 2015 to February 11,
2016. In February 2016, CDM Smith provided part-time inspection due to the quantity of work
that was being performed. The Phase II leachate sump pumps were deemed operational by CDM
Smith and Duke staff on February 18, 2016. Construction photographs are included in digital
format on the compact disk attached to the front cover of the CQA report submittal.
Phase II was constructed in accordance with North Carolina Solid Waste Rules, 15A NCAC 13B
.1600; the Construction Contract Documents and the approved Cliffside CCP Landfill Phase II
Construction Plan Permit Application. The components of Phase II are addressed within this
report as follows:
 Section 2 – Landfill Subgrade (all earthwork performed associated with the Phase II liner
subgrade area)
 Section 3 – Geosynthetic Clay Liner
 Section 4 – HDPE Geomembrane
 Section 5 – Composite Drainage Net
 Section 6 – Protective Cover
Section 1  Introduction
1-2
 Section 7 – Leachate Piping System
Per the approved CQA plan, a pre-installation liner meeting was conducted June 25, 2015 and was
attended by NCDEQ SWS.
Documentation compiled throughout the construction of the landfill, which append the above
sections, is provided in Appendices A through G of this report. The Phase II landfill as-built
drawing is presented in Appendix G-1.
The parties involved in the construction, testing, and construction observation services and their
respective roles are summarized in the following table.
Party Role
CDM Smith
Engineering consultants – provided a full-time engineer’s field
representative (EFR), quality assurance (QA) observation testing,
liner system observation, and general services during
construction such as coordination of project meetings,
clarification of design issues, troubleshooting of field problems,
review of pay requests and submittals, issuance of change orders,
closing out of the project, and other administrative tasks.
The EFR provided primary QA services for the installation of GCL,
HDPE geomembrane, drainage net and leachate collection
system.
Shield Engineering Inc. Construction Quality Assurance (CQA) independent testing
laboratory retained by CDMS to conduct soil density tests.
Morgan Corp. (Morgan) General construction contractor.
ESP Associates, P.A.
Construction Quality Control (CQC) independent testing
laboratory retained by Morgan to conduct conformance tests for
soils.
Geotechnics CQC independent testing laboratory retained by Morgan to
conduct conformance tests for geosynthetics.
Chesapeake Containment Systems, Inc. GCL, HDPE geomembrane, and drainage net installer.
Subcontractor to Morgan.
GSE Environmental Geosynthetic clay liner and HDPE geomembrane supplier
SKAPS Industries, Inc. Composite drainage net supplier

2-1
Section 2
Landfill Subgrade
2.1 General
Morgan Corp. (Morgan) was the general contractor responsible for all aspects of landfill
construction. ESP Associates (ESP) was retained by Morgan as the Construction Quality Control
(CQC) and Quality Control Laboratory (QCL) for the geotechnical construction aspects of the
project. Shield Engineering, Inc. (Shield) conducted Construction Quality Assurance (CQA)
observation and field testing for the owner, Duke Energy.
Earthwork conducted for Phase II construction included those work activities required to provide
a structurally stable foundation for the approximately 15-acre disposal area. Construction
activities consisted of site preparation, fill placement, and embankment construction.
Daily CQA reports documenting project progress and soil testing results consisting of field
density/moisture testing are included in Appendix B-1. Geotechnical laboratory test data
associated with fill are also provided in Appendix B-1.
Based on observations and testing, the fill for the Phase II area subgrade and other related
earthwork activities as noted above have been completed in general accordance with the
approved CQA plan.
2.2 Site Preparation
2.2.1 Overview
Preparation of the site consisted of clearing and grubbing, topsoil removal, soil excavation, rock
excavation, proof-rolling, undercutting unsuitable material, and backfilling undercut areas prior
to liner installation. CQA testing and observation was performed by Shield in consultation with
CDM Smith.
2.2.2 Clearing, Grubbing, and Topsoil Removal
CDM Smith’s resident project representative (RPR) observed site clearing, grubbing, and topsoil
removal prior to subgrade preparation and fill placement. The excavation to the proposed
subgrade elevations was also observed. The RPR examined the exposed soil subgrades prior to
further excavation or fill placement to assure that the soil surfaces were generally free of organic
matter and other unsuitable materials.
2.2.3 Proof-rolling
Proof-rolling was performed following clearing, grubbing, topsoil removal, and cut excavation
prior to fill placement using a fully loaded dump truck or a bulldozer. The majority of subgrade
areas appeared firm during proof-rolling, and the remaining soft and unsuitable areas were
brought to Morgan’s attention. These areas were undercut and backfilled with fill.
Section 2  Landfill Subgrade
2-2
2.2.4 Undercutting Unsuitable Materials and Backfilling
Unsuitable areas observed during proof-rolling were undercut and backfilled with fill.
Approximately 6,200 cubic yards (cy) of unsuitable material was undercut and backfilled with fill.
2.2.5 Excavating Rock and Backfilling
Rock identified at liner subgrade areas were over excavated and backfilled with fill.
Approximately 1,300 cy of rippable rock and 190 cy of non-rippable rock were excavated and
backfilled with fill.
2.3 Filling/Embankment Construction
2.3.1 Fill Materials
The fill for the Phase II disposal area subgrade, perimeter roadway, and perimeter berm required
approximately 187,000 cy of fill. The fill materials were obtained from the on-site cut excavation.
Fill materials were identified by ESP and representative samples were collected to be tested for
natural moisture contents (ASTM D2216), grain size analyses (ASTM D422), Atterberg limits
(ASTM D4318), and moisture-density relationship determinations (ASTM D698), at a minimum
frequency of one sample for each 10,000 cubic yards or change in material.
2.3.2 Fill Placement and Testing
As noted above, approximately 187,000 cy of fill material were required for Phase II construction.
Of this volume, a minimum of nineteen (19) tests were required for grain size analyses, Atterberg
limits, natural moisture content tests, and Standard Proctor tests. ESP conducted twenty-five
(25) grain size analyses, Atterberg limits, and natural moisture content tests and twenty-seven
(27) standard Proctor tests. Soil samples were selected from different sources to represent all fill
material used for the project during the course of construction. The results of the QCL testing
indicated that soil materials generally met the requirements for the fill material. All laboratory
test results on fill material are included in Appendix B-1.
Per the approved CQA plan, the compaction requirement for in-place density of the fill below and
surrounding the landfill area is at least 95% of the maximum dry density of the soil with moisture
contents plus or minus two percent of the optimum moisture content as determined by ASTM
D698. The minimum frequency of field density tests was one test per lift per 10,000 square feet
of fill placed as required by approved CQA plan.
Fill placement was observed on a full-time basis by ESP technicians. More than 300 field density
tests were performed by ESP using drive-cylinder (ASTM D 2937) or shallow nuclear density
methods (ASTM D2922). The results of the field density/moisture tests are included in Appendix
B-1. The fill soils were also checked to verify the absence of topsoil, roots, stones larger than 3
inches, ice, and other deleterious materials.

Section 2  Landfill Subgrade
2-3
Fill materials were generally placed in 8-inch-thick loose lifts. The material was spread with
bulldozers and compacted with a sheeps-foot roller. Moisture conditioning was performed by a
water truck, which was kept full-time at the site while compaction was taking place. If the field
density test results indicated the in-place density of the fill was less than the required minimum
percentage of maximum dry density as determined by ASTM D698, the lift of fill was re-worked,
and then re-tested. Re-working the fill consisted of performing additional passes with the
sheeps-foot vibratory compactor or scarifying the soil and allowing it to dry prior to compaction.
After the surface of the fill within the landfill cell area was raised to the liner subgrade elevation,
the prepared subgrade was proofrolled using a fully loaded dump truck or a bulldozer.

3-1
Section 3
Geosynthetic Clay Liner
The geosynthetic clay liner (GCL) material used for the construction of Phase II consists of a layer
of sodium bentonite clay encapsulated between two geotextiles. GSE Environmental of Houston,
Texas was the manufacturer and supplier of GSE BentoLiner NSL CAR PLUS GCL used for the
construction of Phase II. Chesapeake Containment Systems, Inc. (CCS) of Middle River, Maryland
was responsible for the installation of the GCL material in accordance with the project contract
documents.
CDM Smith conducted the CQA inspection during the installation of the GCL. Geotechnics was the
independent laboratory that tested GCL samples. Construction inspection services provided by
CDM Smith were performed to confirm that the project was constructed in accordance with:
 The construction permit issued by the North Carolina Department of the Environment and
Natural Resources Solid Waste Section
(Permit No. 8106-INDUS-2009);
 Contract documents prepared by CDM Smith dated December 2014;
 Good engineering practices; and
 Industry standards.
3.1 Pre-construction Submittals
CDM Smith conducted reviews of the material submitted by the GCL manufacturer and CCS. The
GCL material met the physical property requirements of the specifications. The seaming and
testing methods submitted as part of CCS’s pre-construction CQA document were consistent with
the project requirements.
The GCL project QC log is included in Appendix C-1. CCS’s crew personnel qualifications are
located in Appendix C-2.
3.2 Certification and Conformance Testing
CCS submitted GCL certification reports and material specifications for each roll delivered to the
site. Copies of these certification reports are included in Appendix C-3. The GCL receiving logs
are included in Appendix C-4. CDM Smith confirmed that the submittals are in conformance with
the project requirements.
An identification sticker was attached to the end of each GCL roll delivered to the site identifying
the manufacturer and the roll number. As stated above, a certification report for each roll was
also submitted under separate cover. CDM Smith verified that the rolls delivered to the site had
the same identification number as shown on the certificates.
Section 3  Geosynthetic Clay Liner
3-2
CCS obtained conformance test samples from the GCL rolls and submitted the samples to
Geotechnics for conformance testing. Conformance samples were taken at a minimum frequency
of one per 45,000 square feet (generally) or one per lot, whichever was more frequent. For the
753,300 square feet of GCL delivered, 17 tests were required. A total of 22 samples were tested
by Geotechnics. The conformance tests were conducted in accordance with the frequencies
outlined in Geosynthetic Research Institute: GRI-GCL 3.
The conformance test results are located in Appendix C-5. The results met project specifications
and were approved by CDM Smith prior to placement of the liner.
3.3 Subgrade Inspection and Deployment
A CDM Smith representative observed the final grading of the compacted landfill subgrade
surface. Upon completion of the landfill subgrade, the subgrade was sealed by a smooth drum
roller. Morgan employed laborers to remove rocks and roots from the smooth-drummed surface.
Ruts and holes were filled with approved material to provide a uniform surface for GCL
deployment. In areas where desiccation cracks had formed in the landfill subgrade, the damaged
area was re-wetted and rolled. Prior to deployment of each panel, CDM Smith representatives
visually monitored the landfill subgrade surface for the presence of foreign objects (debris,
stones, roots, rocks). Once an area was accepted by CDM Smith, CCS preceded with GCL panel
deployment and seaming. CDM Smith and CCS representatives signed a subgrade acceptance
form for the area receiving GCL that day. Copies of the signed subgrade acceptance forms are
included in Appendix C-6.
A low ground pressure skid steer equipped with a spreader bar was used for GCL deployment.
The skid steer remained parallel with the landfill slope and avoided sharp turns when possible to
minimize rutting of the landfill subgrade surface. Any significant rutting was repaired
immediately by the Contractor.
The approximate amount of GCL installed was 681,300 square feet. CCS marked the beginning
and end of each panel deployed with the panel ID number, date, and roll number. GCL installation
tracking logs are provided in Appendix C-7. CCS personnel aligned panels with the adjacent
panel to ensure a 6-inch minimum overlap. After panel deployment, CDM Smith visually
observed the panel for physical defects.
3.4 Overlap
Overlapping of the GCL panels was conducted using the manufacturer’s recommended minimum
overlaps. CDM Smith observed all overlaps for proper procedure.
3.5 Repairs
Some GCL damage occurred as a result of multiple days of heavy rains. Appendix C-8 presents
the damage and repair logs.

4-1
Section 4
HDPE Geomembrane
The synthetic geomembrane material used for the construction of Phase II is a 60-mil, textured,
HDPE geomembrane. GSE Environmental of Houston, Texas manufactured the geomembrane and
Chesapeake Containment Systems, Inc. (CCS) of Middle River, Maryland installed the material in
accordance with the project specifications.
CDM Smith conducted the CQA inspection during the HPDE geomembrane installation.
Conformance samples were taken and sent to Geotechnics for laboratory testing. CCS was
responsible for geomembrane placement, welding, and on-site destructive and non-destructive
testing under CDM Smith observation. CCS was also responsible for obtaining and shipping
samples taken for conformance testing and laboratory destructive testing.
CDM Smith performed construction observation to confirm that the project was constructed in
accordance with:
 The construction permit issued by the North Carolina Department of the Environment and
Natural Resources Solid Waste Section (Permit No. 8106-INDUS-2009);
 Contract documents prepared by CDM Smith dated December 2014;
 Good engineering practices; and
 Industry standards.
4.1 Pre-Construction Submittals
CDM Smith reviewed the material and the equipment specifications and personnel qualifications
submitted by CCS. The geomembrane project QC log is included in Appendix D-1, and CCS's
welding crew personnel qualifications are included in Appendix C-2. Appendix D-2 contains the
tensiometer certificates. All seaming and testing methods submitted as part of CCS's pre-
construction CQC documentation were consistent with the project requirements. All submittals
were approved for synthetic geomembrane installation.
4.2 Certification and Conformance Testing
CCS submitted geomembrane certification reports and material specifications for each roll
delivered to the site. Copies of all geomembrane certification reports are included in Appendix
D-3. CDM Smith reviewed the submittals for conformance with the project requirements. The
geomembrane receiving logs are included in Appendix D-4.
Each roll was delivered with an attached identification sticker identifying the manufacturer and
roll number. As stated above, a manufacturer’s certification report for each roll was also
submitted. CDM Smith verified that the rolls delivered to the site had the same identification
number as shown on the certificates.
Section 4  HDPE Geomembrane
4-2
In addition to the manufacturer’s conformance testing, Geotechnics conducted conformance
testing on the material delivered to the site at a minimum frequency of one per 100,000 square
feet or per lot, generally, whichever was more frequent. The amount of HDPE geomembrane
delivered for the project totaled 772,200 square feet. Based on the minimum testing frequency, 8
conformance tests were required. A total of 10 samples were tested by Geotechnics. The
conformance tests were conducted in accordance with the frequencies outlined in Geosynthetic
Research Institute: GRI-GM13.
All conformance tests are located in Appendix D-5. The conformance test results were reviewed
and approved by CDM Smith.
4.3 Deployment
Panels were deployed into their positions using low ground pressure equipment including ATVs
and a tracked forklift. A forklift was used when the geomembrane was deployed down the slopes.
CCS personnel then manually pulled the material down the slopes. The panels were aligned with
the adjacent panel to ensure the proper overlap for seaming purposes. After each panel
deployment, CDM Smith visually inspected the panel for physical defects. Any defect noticed was
clearly marked and subsequently repaired by CCS. CCS marked the beginning and end of each
panel deployed with the panel identification (ID) number, date, and roll number. Since HDPE
geomembrane was installed over GCL during the same work day, the subgrade acceptance form
serves as the GCL acceptance as well (see Appendix C-6).
The approximate amount of HDPE geomembrane installed was 679,500 square feet. The HDPE
geomembrane installation tracking log is included in Appendix D-6.
4.4 Seaming
The seaming of the geomembrane panels was conducted using a dual track hot wedge welder and
an extrusion welder. The dual track hot wedge weld was the primary seaming method used to
join the geomembrane panels, while the extrusion weld was used for patching, detail work, and
areas inaccessible to the hot wedge machine.
4.4.1 Pre-Weld Seams
At the start of each shift, a pre-weld sample was obtained from each welding machine. The pre-
weld sample was tested to verify that the welding parameters for each machine (temperature,
voltage, and speed) were correctly set to yield an acceptable seam. A total of six, 1-inch wide
specimens were cut from each sample and tested in the field for peel and shear (three each)
strength using a tensiometer supplied by CCS. Each specimen was required to achieve minimum
peel and shear values of 91 and 120 lb/in, per GRI-GM19, respectively. Pre-weld seam data were
recorded on the forms included in Appendix D-7. Tensiometer calibration reports are included
in Appendix D-2.

Section 4 HDPE Geomembrane
4-3
4.4.2 Production Seams
After achieving passing results of the pre-weld specimens, CCS proceeded with geomembrane
panel welding. CDM Smith observed welded surfaces for mud, sand, dirt, and water.
Geomembrane surfaces found to be unacceptable were cleaned using cloth or paper towels. At
the conclusion of panel seaming, the CDM Smith representative conducted a visual observation of
each seam for uniformity and workmanship. Defects observed were clearly marked on the
geomembrane and subsequently repaired and tested by CCS.
At the conclusion of each day of seaming operations, sand bags were generally installed along the
edges of unseamed geomembrane panels to protect against wind uplift.
4.4.3 Seam Testing
All seams were subjected to non-destructive testing. Samples for destructive testing were
obtained only after a seam had passed the non-destructive testing.
4.4.3.1 Non-Destructive Seam Testing
The non-destructive testing method entailed air pressure testing or vacuum testing. Air pressure
testing was used to test the air channel formed by the dual track hot wedge welder. The gap was
pressurized by plugging one end of the channel and injecting air through the other end with a
needle-fitted pump equipped with a pressure gauge and valve. The gap was pressurized between
25 to 30 psi, and the valve was shut to maintain the pressure. The pressure was monitored for 5
minutes. The starting and ending times and pressures were recorded on the liner panels. The
maximum allowable drop in pressure over the 5-minute period was 4 psi. After a seam passed
the air pressure test, pressure was released from the plugged end to ensure that the entire length
of the seam was pressurized. CDM Smith observed the pressure testing and recorded the
information on the appropriate seaming test forms included in Appendix D-8. All the seaming
testing passed.
Vacuum testing was used to test areas sealed with the extrusion welder (patches, detail work).
Vacuum tests were performed by first applying a soapy solution on top of the seam to be tested.
Then a rectangular plexiglass-faced vacuum box was placed on the seam and a 5-psi vacuum was
pulled in the box for a period of not less than 10 seconds. The seam was observed through the
viewing window for the presence of soap bubbles. The presence of no bubbles indicated a good
seam. CDM Smith observed the vacuum testing. All vacuum tests yielded passing results and the
patch placement logs are included in Appendix D-12.
4.4.3.2 Destructive Seam Testing
Project specifications required that destructive seam testing be performed on the field seams at a
rate of one sample per machine for every 500 feet of seam length.
To obtain a destructive sample, CDM Smith identified the location of the destructive sample and
instructed CCS to cut the sample. Each sample was 3 feet long. The sample was divided into three
1-foot long samples. One 1-foot sample was tested by CCS on-site. The sample was divided into
six, 1-inch wide coupons. The tensiometer was used to test three coupons for peel and three for
shear. Destructive test logs are included in Appendix D-9.

Section 4  HDPE Geomembrane
4-4
Destructive samples were sent to the independent laboratory for testing. The samples were
tested by the laboratory for peel and shear strengths, in accordance with GRI-GM19. All
specimens were required to achieve minimum peel and shear values of 91 and 120 lb/in,
respectively. The laboratory destruct testing results are included in Appendix D-10.
The total length of seams measured was approximately 36,576 feet. Seventy-eight (78)
destructive samples were obtained and tested, resulting in an approximate testing frequency of
one sample per 469 feet. Destructive samples were taken along seam lengths that exhibited the
most difficulty in completing, or indicated the possibility of machine troubles, including panels
that required extra cleaning, re-alignment during the seaming process, or low welding voltages.
4.4.3.3 Procedure for Failed Test
The HDPE geomembrane damage and/or failure report forms are included in Appendix D-11,
and the HDPE geomembrane patch placement log is included in Appendix D-12.
4.4.4 Repair of Failed Seams
No destructs failed.
4.5 Electrical Resistivity Testing
Once the protective cover layer was in place, electrical resistivity testing was performed by Leak
Location Services, Inc. of San Antonio, TX to locate any possible geomembrane leaks (damage).
One leak was located outside the cell beyond the anchor trench (see Appendix D-13 for leak
location report). A repair to this leak was not required since it was outside the liner limits.
4.6 Panel Layout As-Built Drawing
A copy of the HDPE geomembrane panel layout as-built drawing as provided by Morgan is
included in Appendix G-3.

5-1
Section 5
Composite Drainage Net
The composite drainage net (CDN) material used for the construction of Phase II consists of a
layer of drainage net encapsulated between two geotextiles. SKAPS Industries (SKAPS) of
Commerce, Georgia was the manufacturer and supplier of Transnet 330-2-6 used for the
construction of Phase II. Chesapeake Containment Systems, Inc. (CCS) of Middle River, Maryland
was responsible for the installation of the CDN material in accordance with the project contract
documents.
CDM Smith provided on-site observation during the installation of the CDN. Geotechnics was the
independent laboratory that tested CDN samples. Construction services provided by CDM Smith
were performed to confirm that the project was constructed in accordance with:
 The construction permit issued by the North Carolina Department of the Environment and
Natural Resources Solid Waste Section (Permit No. 8106-INDUS-2009);
 Contract documents prepared by CDM Smith dated December 2015;
 Good engineering practices; and
 Industry standards.
5.1 Pre-construction Submittals
CDM Smith conducted reviews of the material submitted by the CDN manufacturer and CCS. The
CDN material met the physical property requirements of the specifications. The seaming and
testing methods submitted as part of CCS’s pre-construction CQA document were consistent with
the project requirements. All submittals were approved for installation of CDN material.
The CDN project QC log is included in Appendix E-1. CCS’s crew personnel qualifications are
located in Appendix C-2.
5.2 Certification and Conformance Testing
CCS submitted CDN certification reports and material specifications for each roll delivered to the
site. Copies of these certification reports are included in Appendix E-2. The CDN receiving logs
are included in Appendix E-3. CDM Smith confirmed that the submittals are in conformance with
the project requirements.
An identification sticker was attached to each roll identifying the manufacturer and the roll
number. As stated above, a conformance testing certificate for each roll was also submitted. CDM
Smith verified that the rolls delivered to the site had the same identification number as shown on
the certificates.

Section 5  Composite Drainage Net
5-2
CCS obtained conformance test samples from the CDN rolls delivered on site at a minimum
frequency of one per 100,000 square feet or one per lot, whichever was more frequent. For the
761,740 square feet of CDN delivered, 8 tests were required. A total of 17 samples were tested by
Geotechnics. The following conformance tests were conducted by the laboratory:
 Density
 Carbon Black Content
 Tensile Strength
 Thickness
 Transmissivity
 Mass per Unit Area
The conformance test results are located in Appendix E-4. The results met project specifications.
5.3 Deployment
The panels were deployed following the same panel layout as the underlying HDPE
geomembrane. The seams were positioned parallel to the slopes, with the exception of areas with
compound slopes, in which perpendicular seams could not be avoided. CCS deployed each CDN
panel using low ground pressure ATVs.
The panels were positioned in direct contact with adjacent panels, and were joined by fastening
the drainage net with plastic ties. The ties were placed every 5 feet in areas where the seam was
parallel with the slopes. In areas where the seam was not parallel or near parallel to the slopes or
in areas of possible stress, the tying frequency increased to one tie every 6 inches. The 6-inch
spacing pattern was also used in the anchor trenches, and for joining to the ends of panels. End
panels were overlapped a minimum of 1 foot in the primary direction of flow.
CDM Smith inspected the drainage panels for areas where damage had occurred during staging or
placement procedures. Damaged drainage net sections were repaired by using plastic ties to
repair the torn geonet and then using a patch wide enough to provide a sufficient overlap for
fastening to the underlying fabric.
Joining of the panels was as specified, 4-inch overlap using plastic ties at 5-foot on-center at
adjacent panels and 6-inch at butt joints, with the long runs of fabric seamed by hot-wedge weld
and the butt joints with a 24-inch wide strip of filter fabric heat fused over the joint. The
overlapping was performed to ensure that the overlaying protective cover layer would not
migrate into the geonet. Generally, sandbags were used along the exposed edges of the composite
panels to prevent wind uplift after placement. Upon completion of the composite drainage net
installation, the protective cover layer was placed on top of the drainage net composite.

6-1
Section 6
Protective Cover
6.1 Material Description
The protective cover consists of a 2-foot-thick layer of on-site material.
6.2 Protective Cover Placement
Approximately 49,300 cubic yards of protective cover material was placed for the Phase II area.
The protective cover layer was placed on top of the geocomposite drainage net with a low-ground
pressure CAT D6N bulldozer in accordance with CQA plan. Morgan constructed temporary haul
roads of protective cover approximately four feet thick within the Phase II area, as specified, to
protect the GCL, HDPE, and geocomposite drainage net from construction vehicle loads. Truck
traffic was confined to the thickened haul road sections. Protective cover from the temporary
haul roads was spread into adjacent areas using the low-ground pressure bulldozer once hauling
was completed in an area. The protective cover surface was tracked and back-bladed by the low-
ground pressure bulldozer to assure uniform thickness and compaction after spreading.
The protective cover was placed on the slopes starting at the toe of the slope and working
towards the top of the slope as specified. GPS survey equipment was used to verify that a
minimum 2-foot-thick protective cover layer was uniformly achieved throughout Phase II. CDM
Smith’s RPR observed both the placing and grading of the protective cover layer. The protective
cover placement logs are included in Appendix B-2.
6.3 Material Testing
Morgan provided ESP with bulk samples of the proposed protective cover material for
geotechnical laboratory testing results prior to placing it at the site. As specified, grain size
analyses (ASTM D422), hydraulic conductivity (ASTM D2434), specific gravity (ASTM D854), and
Atterberg limits (ASTM D4318) tests were performed by ESP on the proposed materials. The
grain size analyses were performed at a minimum frequency of one sample for each 3,000 cubic
yards while hydraulic conductivity, specific gravity, and Atterberg limits tests were performed at
a minimum frequency of every 6,000 cubic yards. Seventeen (17) grain size analyses and nine (9)
Atterberg limits were required for the protective cover.
A total of 20 samples were tested for grain size analyses and a total of 10 samples were tested for
hydraulic conductivity, specific gravity, and Atterberg limits tests. The conformance testing
indicates that the protective cover generally consists of silty sand conforming to the specified
gradation requirements. Based on the results of the conformance tests, the installed protective
cover layer generally meets the approved CQA plan and will function as designed. The
conformance test results are included in Appendix B-3.

Section 6  Protective Cover
6-2
6.4 Protective Cover Layer Thickness Verification
Morgan verified the total protective cover thickness by performing a field survey of the top of the
subgrade and the top of the protective cover on a 50-foot grid. Their thickness verification survey
shows that the difference in elevation between the top of the subgrade and the top of the
protective cover layer is at least 2 feet at each grid point. The thickness verification survey is
included as Appendix G-2.

7-1
Section 7
Leachate Collection System
Phase II construction of the leachate collection system included the 6- by 10-inch dual contained
HDPE leachate forcemain, 10-inch HDPE leachate collection pipe, and 10-inch HDPE leachate
header pipe.
The leachate collection pipes are surrounded with NCDOT No. 4 stone and wrapped with an 8
ounce (oz) filter fabric. A 28 oz fabric pad is installed underneath each of the stone and leachate
collection pipe trenches to provide additional puncture protection for the geomembrane. CQA
documentation is included for the leachate collection and forcemain pipe, 28 oz fabric pad and 8
oz filter fabric.
7.1 Placement
Morgan installed the 24-inch protective cover layer and the leachate collection piping system. A
28 oz fabric pad was placed above the drainage net. Above the 28 oz fabric pad, Morgan placed 8
oz filter fabric. The perforated leachate collection pipe was then welded and placed on top of the
8 oz filter fabric. The majority of pipe connections were joined using a fusion welder; however,
several of the connections were electro-fusion coupled due to limited access for the welder. The
trenches were backfilled with NCDOT No. 4 stone. The filter fabric was wrapped around the
stone with a minimum 6-inch overlap.
The leachate forcemain was installed with a minimum depth of 3.5 feet to top of pipe. NCDOT
78M stone was used as pipe bedding material.
7.2 Geotextile
7.2.1 28-oz Fabric Pad
Morgan submitted 28-oz fabric pad certification reports and material specifications for each roll
delivered to the site. Copies of these certification reports are included in Appendix F-1. CDM
Smith confirmed that the submittals are in conformance with the project requirements.
Morgan obtained conformance test samples from the 28-oz fabric pad rolls delivered on site at a
minimum frequency of one per 100,000 square feet or one per lot, whichever was more frequent.
For the 90,000 square feet of 28-oz fabric pad delivered, 1 test was required. A total of 2 samples
was tested by Geotechnics. The conformance test result is located in Appendix F-2. The results
met project specifications.
7.2.2 8-oz Filter Fabric
Morgan submitted 8-oz filter fabric certification reports and material specifications for each roll
delivered to the site. Copies of these certification reports are included in Appendix F-3. CDM
Smith confirmed that the submittals are in conformance with the project requirements.
Section 7  Leachate Collection System
6-2
Morgan obtained conformance test samples from the 8-oz filter fabric rolls delivered on site at a
minimum frequency of one per 100,000 square feet or one per lot, whichever was more frequent.
For approximately 198,100 square feet of 8-oz filter fabric installed, 2 test was required. A total
of 3 samples were tested by Geotechnics. The conformance test results are located in Appendix
F-4. The results met project specifications.
7.3 Leachate Pipe Testing
7.3.1 Leachate Collection Pipe Cleaning and Taping
JetClean America was retained by Morgan to jetclean and videotape the leachate collection lines
for Phase II. The Engineer reviewed the videos for obstructions, sags, and pipe damage. The
Phase II video indicated pipes were in good condition and video inspected to the greatest extent
possible. Appendix F-5 includes the inspection report.
As presented in Appendix F-5, leachate collection pipes (CC-2, CC-3, and CC-4) were not video
inspected to the full length of perforated HDPE pipe. The maximum video inspection length is
typically 600 feet, which all but CC-4 achieved. Leachate collection pipe CC-4 was limited to
approximately 500 feet because the inspection camera had to travel through the leachate sump
and the water in the sump limited video inspection distance. This was not deemed an issue
because jetcleaning of all pipes were achieved at 100%.
At the time of this submittal, approximately 200 feet of the leachate header piping has yet to be
video inspected. CDM Smith will be submitting this inspection report upon completion and
review.
7.3.2 Leachate Forcemain Testing
Leachate forcemain pipe was pressure tested by Morgan and observed by CDM Smith's RPR. The
testing was conducted by first filling the solid pipe with clean water. Next, the air entrapped in
the pipe was vented through the highest end of the pipe. The pipe was pressurized to
approximately 40 psi. The pressure was monitored for a period of 1 hour, during which pressure
drop was less than 1%. Test reports are included in Appendix F-6.

Appendix B-1
Earthwork

Daily CQA Reports,
Field Nuclear Density/Moisture Testing Results, and
Fill Laboratory Testing
Test Results
Test #
Retest
Of
Test
Date Proctor ID Method
Soil
Class.
Optimum
Moisture
(%)
Maximum
Dry Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction Min Comp. (%)
Optimum
Moisture
Tolerance
(%)Remark
296 7/9/15 OP-75 Sand 20.1 100.0 18.8 117.1 98.6 99 95 -2 / 2
297 7/9/15 OP-75 Sand 20.1 100.0 19.0 116.8 98.2 98 95 -2 / 2
298 7/9/15 OP-75 Sand 20.1 100.0 20.2 118.3 98.4 98 95 -2 / 2
299 7/9/15 OP-75 Sand 20.1 100.0 20.3 118.6 98.6 99 95 -2 / 2
300 7/9/15 OP-75 Sand 20.1 100.0 19.3 117.4 98.4 98 95 -2 / 2
Test Information
Test #Test Location Elevation Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)Field Technician
296 Conduit Crossing: 25' north of box #1 at
centerline
Proposed
subgrade
23-00090 1.350 3.835 3.835 4.985 0.0333 ORESTE, Mike
297 Conduit Crossing: 80' north of box #1 at
centerline
Proposed
subgrade
23-00096 1.330 3.835 3.835 4.985 0.0333 ORESTE, Mike
298 Conduit Crossing: 160' north of box #1 at
centerline
Proposed
subgrade
23-00088 1.340 3.835 3.835 4.985 0.0333 ORESTE, Mike
299 Conduit Crossing: 40' north of box #2 at
centerline
Proposed
subgrade
23-00090 1.350 3.835 3.835 4.985 0.0333 ORESTE, Mike
300 Conduit Crossing: 80' north of box #2 at
centerline
Proposed
subgrade
23-00087 1.340 3.835 3.835 4.985 0.0333 ORESTE, Mike
Related Tests
Test #Related Test #Test Type
Remarks Comments
Page 1 of 1
Drive Cylinder Density
Test Report
Test Method: ASTM D2937
Report Date: 7/27/2015
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC 3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone] | Fax: [phone]
ESP - Fort Mill
Test Results
Test #
Retest
Of
Test
Date Proctor ID Method
Soil
Class.
Optimum
Moisture
(%)
Maximum
Dry Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction Min Comp. (%)
Optimum
Moisture
Tolerance
(%)Remark
301 7/20/15 OP-76 Silt 19.8 100.5 19.9 118.3 98.7 98 95 -2 / 2
302 7/20/15 OP-76 Silt 19.8 100.5 20.6 120.4 99.9 99 95 -2 / 2
303 7/20/15 OP-76 Silt 19.8 100.5 20.1 119.2 99.3 99 95 -2 / 2
304 7/20/15 OP-76 Silt 19.8 100.5 20.6 121.3 100.6 100 95 -2 / 2
305 7/20/15 OP-77 Silt 19.9 100.3 20.4 121.3 100.8 100 95 -2 / 2
306 7/20/15 OP-77 Silt 19.9 100.3 20.6 119.8 99.4 99 95 -2 / 2
307 7/20/15 OP-77 Silt 19.9 100.3 20.0 122.5 102.1 102 95 -2 / 2
308 7/20/15 OP-77 Silt 19.9 100.3 21.0 118.6 98.0 98 95 -2 / 2
Test Information
Test #Test Location Elevation Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)Field Technician
301 Conduit Crossing: West side conduit duct bank,
adjacent to roadway station 106+00
Proposed
subgrade
23-00090 1.350 3.835 3.835 4.985 0.0333 ORESTE, Mike
302 Conduit Crossing: West side conduit duct bank,
adjacent to roadway station 106+50
Proposed
subgrade
23-00096 1.330 3.835 3.835 4.985 0.0333 ORESTE, Mike
303 Conduit Crossing: West side conduit duct bank,
adjacent to roadway station 107+25
Proposed
subgrade
23-00087 1.340 3.835 3.835 4.985 0.0333 ORESTE, Mike
304 Conduit Crossing: West side conduit duct bank,
adjacent to roadway station 108+00
Proposed
subgrade
23-00090 1.350 3.835 3.835 4.985 0.0333 ORESTE, Mike
305 Conduit Crossing: North side conduit duct bank,
adjacent to roadway station 111+00
Proposed
subgrade
23-00096 1.330 3.835 3.835 4.985 0.0333 ORESTE, Mike
306 Conduit Crossing: North side conduit duct bank,
adjacent to roadway station 111+50
Proposed
subgrade
23-00088 1.340 3.835 3.835 4.985 0.0333 ORESTE, Mike
307 Conduit Crossing: North side conduit duct bank,
adjacent to roadway station 112+00
Proposed
subgrade
23-00096 1.330 3.835 3.835 4.985 0.0333 ORESTE, Mike
308 Conduit Crossing: North side conduit duct bank,
adjacent to roadway station 112+50
Proposed
subgrade
23-00090 1.350 3.835 3.835 4.985 0.0333 ORESTE, Mike
Related Tests
Test #Related Test #Test Type
Remarks Comments
Page 1 of 2
Drive Cylinder Density
Test Report
Test Method: ASTM D2937
Report Date: 7/27/2015
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC 3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone] | Fax: [phone]
ESP - Fort Mill
Test Results
Test #
Retest
Of
Test
Date Proctor ID Method
Soil
Class.
Optimum
Moisture
(%)
Maximum
Dry Density
(pcf)
In Place
Moisture
(%)
In Place Wet
Density
(pcf)
In Place
Dry Density
(pcf)
Percent
Compaction Min Comp. (%)
Optimum
Moisture
Tolerance
(%)Remark
309 7/20/15 OP-77 Silt 19.9 100.3 19.8 120.4 100.5 100 95 -2 / 2
Test Information
Test #Test Location Elevation Reference
Drive
Cylinder ID
Weight of
Cylinder (lb)
Top
Diameter (in)
Bottom
Diameter (in)
Cylinder
Height (in)
Volume of
Cylinder (cf)Field Technician
309 Conduit Crossing: North side conduit duct bank,
adjacent to roadway station 113+00
p 23-00088 1.340 3.835 3.835 4.985 0.0333 ORESTE, Mike
Related Tests
Test #Related Test #Test Type
Remarks Comments
Page 2 of 2
Drive Cylinder Density
Test Report
Test Method: ASTM D2937
Report Date: 7/27/2015
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC 3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone] | Fax: [phone]
ESP - Fort Mill
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
1 03/09/2015 Sediment Basin: ST-1 ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.30 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):112.9
Weight of Soil (g):3.75 Dry Density (pcf):91.2
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):161.5
Weight of Water (g):38.5 0.0
Moisture Content (%):23.8 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):91.2 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):94.0
Moisture Content (%):23.8 Moisture Content (%):25.8 Interpreted Moisture Content (%):26.8
Page 1 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
2 03/10/2015 Sediment Basin: ST-2 ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.46 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):117.7
Weight of Soil (g):3.91 Dry Density (pcf):97.2
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):165.1
Weight of Water (g):34.9 0.0
Moisture Content (%):21.1 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):97.2 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):98.8
Moisture Content (%):21.1 Moisture Content (%):25.8 Interpreted Moisture Content (%):24.2
Page 2 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
3 03/17/2015 Sediment Basin: SB#6 ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.42 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):116.5
Weight of Soil (g):3.87 Dry Density (pcf):99.5
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):170.8
Weight of Water (g):29.2 0.0
Moisture Content (%):17.1 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-5
Dry Density (pcf):99.5 Dry Density (pcf):108.2 Interpreted Dry Density (pcf):103.0
Moisture Content (%):17.1 Moisture Content (%):17.8 Interpreted Moisture Content (%):21.0
Page 3 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
4 03/17/2015 Embankment: SB#6 ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.50 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):118.9
Weight of Soil (g):3.95 Dry Density (pcf):104.1
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):175.2
Weight of Water (g):24.8 0.0
Moisture Content (%):14.2 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-3
Dry Density (pcf):104.1 Dry Density (pcf):110.2 Interpreted Dry Density (pcf):108.5
Moisture Content (%):14.2 Moisture Content (%):16.3 Interpreted Moisture Content (%):17.5
Page 4 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
5 03/18/2015 Sediment Basin: SB#6 BOSNAK, Jesse
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.06 Mold Volume Factor:30.3000
Weight of Mold (g):9.28 Wet Density (pcf):114.5
Weight of Soil (g):3.78 Dry Density (pcf):97.4
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):170.0
Weight of Water (g):30.0 0.0
Moisture Content (%):17.6 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-5
Dry Density (pcf):97.4 Dry Density (pcf):108.2 Interpreted Dry Density (pcf):100.0
Moisture Content (%):17.6 Moisture Content (%):17.8 Interpreted Moisture Content (%):22.0
Page 5 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
6 03/21/2015 Common Fill: Common fill
stockpile
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.44 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):117.1
Weight of Soil (g):3.89 Dry Density (pcf):96.2
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):164.3
Weight of Water (g):35.7 0.0
Moisture Content (%):21.7 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):96.2 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):97.9
Moisture Content (%):21.7 Moisture Content (%):25.8 Interpreted Moisture Content (%):24.1
Page 6 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
7 03/21/2015 Roadway: Haul Road ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.60 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):121.9
Weight of Soil (g):4.05 Dry Density (pcf):106.9
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):175.4
Weight of Water (g):24.6 0.0
Moisture Content (%):14.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-2
Dry Density (pcf):106.9 Dry Density (pcf):112.1 Interpreted Dry Density (pcf):110.5
Moisture Content (%):14.0 Moisture Content (%):15.7 Interpreted Moisture Content (%):16.7
Page 7 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
8 03/23/2015 Storm Drain: Near CB#2 ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.43 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):116.8
Weight of Soil (g):3.88 Dry Density (pcf):111.5
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):190.8
Weight of Water (g):9.2 0.0
Moisture Content (%):4.8 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:
Dry Density (pcf):111.5 Dry Density (pcf):Interpreted Dry Density (pcf):121.5
Moisture Content (%):4.8 Moisture Content (%):Interpreted Moisture Content (%):11.0
Page 8 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
9 03/23/2015 Roadway: Haul Road ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.56 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):120.7
Weight of Soil (g):4.01 Dry Density (pcf):104.0
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):172.3
Weight of Water (g):27.7 0.0
Moisture Content (%):16.1 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-5
Dry Density (pcf):104.0 Dry Density (pcf):108.2 Interpreted Dry Density (pcf):106.0
Moisture Content (%):16.1 Moisture Content (%):17.8 Interpreted Moisture Content (%):19.1
Page 9 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
10 03/31/2015 Storm Drain: SB#6 ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.27 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):112.0
Weight of Soil (g):3.72 Dry Density (pcf):90.9
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):162.4
Weight of Water (g):37.6 0.0
Moisture Content (%):23.2 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):90.9 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):94.5
Moisture Content (%):23.2 Moisture Content (%):25.8 Interpreted Moisture Content (%):26.5
Page 10 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
11 03/31/2015 Storm Drain: SB#6 ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.39 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):115.6
Weight of Soil (g):3.84 Dry Density (pcf):109.9
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):190.1
Weight of Water (g):9.9 0.0
Moisture Content (%):5.2 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-8
Dry Density (pcf):109.9 Dry Density (pcf):110.6 Interpreted Dry Density (pcf):111.3
Moisture Content (%):5.2 Moisture Content (%):8.3 Interpreted Moisture Content (%):8.6
Page 11 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
12 04/02/2015 Storm Drain: SB#6 ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.23 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):110.8
Weight of Soil (g):3.68 Dry Density (pcf):95.5
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):172.4
Weight of Water (g):27.6 0.0
Moisture Content (%):16.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):95.5 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):99.9
Moisture Content (%):16.0 Moisture Content (%):19.3 Interpreted Moisture Content (%):20.1
Page 12 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
13 04/02/2015 Storm Drain: SB#6 ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.28 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):112.3
Weight of Soil (g):3.73 Dry Density (pcf):105.7
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):188.4
Weight of Water (g):11.6 0.0
Moisture Content (%):6.2 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-8
Dry Density (pcf):105.7 Dry Density (pcf):110.6 Interpreted Dry Density (pcf):108.2
Moisture Content (%):6.2 Moisture Content (%):8.3 Interpreted Moisture Content (%):10.2
Page 13 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
14 04/02/2015 Landfill: Existing pond ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.36 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):114.7
Weight of Soil (g):3.81 Dry Density (pcf):97.0
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):169.2
Weight of Water (g):30.8 0.0
Moisture Content (%):18.2 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):97.0 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):99.0
Moisture Content (%):18.2 Moisture Content (%):19.3 Interpreted Moisture Content (%):20.5
Page 14 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
15 04/06/2015 Storm Drain: Pipe #1 ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.34 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):114.1
Weight of Soil (g):3.79 Dry Density (pcf):96.3
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):168.8
Weight of Water (g):31.2 0.0
Moisture Content (%):18.5 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):96.3 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):98.5
Moisture Content (%):18.5 Moisture Content (%):19.3 Interpreted Moisture Content (%):21.2
Page 15 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
16 04/11/2015 Sediment Basin: SB#6 BOSNAK, Jesse
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):12.84 Mold Volume Factor:30.3000
Weight of Mold (g):9.20 Wet Density (pcf):110.3
Weight of Soil (g):3.64 Dry Density (pcf):92.9
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):168.5
Weight of Water (g):31.5 0.0
Moisture Content (%):18.7 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-10
Dry Density (pcf):92.9 Dry Density (pcf):100.3 Interpreted Dry Density (pcf):99.0
Moisture Content (%):18.7 Moisture Content (%):21.6 Interpreted Moisture Content (%):20.0
Page 16 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
17 04/10/2015 Landfill: Existing pond ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.07 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):106.0
Weight of Soil (g):3.52 Dry Density (pcf):88.9
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):167.6
Weight of Water (g):32.4 0.0
Moisture Content (%):19.3 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):88.9 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):96.2
Moisture Content (%):19.3 Moisture Content (%):25.8 Interpreted Moisture Content (%):24.9
Page 17 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
18 04/10/2015 Sediment Basin: SB#6 ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.14 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):108.1
Weight of Soil (g):3.59 Dry Density (pcf):89.3
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):165.1
Weight of Water (g):34.9 0.0
Moisture Content (%):21.1 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):89.3 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):95.2
Moisture Content (%):21.1 Moisture Content (%):25.8 Interpreted Moisture Content (%):25.7
Page 18 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
19 04/13/2015 Sediment Basin: SB#6 ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.38 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):115.3
Weight of Soil (g):3.83 Dry Density (pcf):95.8
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):166.2
Weight of Water (g):33.8 0.0
Moisture Content (%):20.3 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):95.8 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):98.5
Moisture Content (%):20.3 Moisture Content (%):25.8 Interpreted Moisture Content (%):23.5
Page 19 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
20 04/13/2015 Sediment Basin: SB#6 ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.29 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):112.6
Weight of Soil (g):3.74 Dry Density (pcf):96.2
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):170.8
Weight of Water (g):29.2 0.0
Moisture Content (%):17.1 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):96.2 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):99.0
Moisture Content (%):17.1 Moisture Content (%):19.3 Interpreted Moisture Content (%):17.2
Page 20 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
21 04/13/2015 Sediment Basin: ST-1 ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.28 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):112.3
Weight of Soil (g):3.73 Dry Density (pcf):92.7
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):165.2
Weight of Water (g):34.8 0.0
Moisture Content (%):21.1 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):92.7 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):96.2
Moisture Content (%):21.1 Moisture Content (%):25.8 Interpreted Moisture Content (%):25.1
Page 21 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
22 04/23/2015 Common Fill: Common fill
stockpile
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.31 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):112.9
Weight of Soil (g):3.75 Dry Density (pcf):91.0
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):161.3
Weight of Water (g):38.7 0.0
Moisture Content (%):24.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):91.0 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):93.9
Moisture Content (%):24.0 Moisture Content (%):25.8 Interpreted Moisture Content (%):26.5
Page 22 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
23 04/23/2015 Non-Structural Fill: Topsoil
stockpile
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.47 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):117.7
Weight of Soil (g):3.91 Dry Density (pcf):103.2
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):175.4
Weight of Water (g):24.6 0.0
Moisture Content (%):14.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-7
Dry Density (pcf):103.2 Dry Density (pcf):112.2 Interpreted Dry Density (pcf):109.6
Moisture Content (%):14.0 Moisture Content (%):15.0 Interpreted Moisture Content (%):16.5
Page 23 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
24 04/23/2015 Landfill: East and west fill areas ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.46 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):117.4
Weight of Soil (g):3.90 Dry Density (pcf):101.4
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):172.7
Weight of Water (g):27.3 0.0
Moisture Content (%):15.8 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):101.4 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):103.2
Moisture Content (%):15.8 Moisture Content (%):19.3 Interpreted Moisture Content (%):18.0
Page 24 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
25 04/24/2015 Landfill: East fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.51 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):118.9
Weight of Soil (g):3.95 Dry Density (pcf):103.0
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):173.3
Weight of Water (g):26.7 0.0
Moisture Content (%):15.4 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-9
Dry Density (pcf):103.0 Dry Density (pcf):105.7 Interpreted Dry Density (pcf):107.6
Moisture Content (%):15.4 Moisture Content (%):19.6 Interpreted Moisture Content (%):18.6
Page 25 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
26 04/28/2015 Common Fill: Common fill
stockpile
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.23 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):110.5
Weight of Soil (g):3.67 Dry Density (pcf):92.2
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):166.9
Weight of Water (g):33.1 0.0
Moisture Content (%):19.8 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):92.2 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):97.8
Moisture Content (%):19.8 Moisture Content (%):25.8 Interpreted Moisture Content (%):23.9
Page 26 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
27 04/29/2015 Landfill: East and west fill areas ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.35 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):114.1
Weight of Soil (g):3.79 Dry Density (pcf):99.2
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):173.9
Weight of Water (g):26.1 0.0
Moisture Content (%):15.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):99.2 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):102.6
Moisture Content (%):15.0 Moisture Content (%):19.3 Interpreted Moisture Content (%):18.7
Page 27 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
28 04/30/2015 Landfill: East and west fill areas ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.20 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):109.6
Weight of Soil (g):3.64 Dry Density (pcf):94.6
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):172.6
Weight of Water (g):27.4 0.0
Moisture Content (%):15.9 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):94.6 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):99.7
Moisture Content (%):15.9 Moisture Content (%):19.3 Interpreted Moisture Content (%):20.5
Page 28 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
29 05/01/2015 Landfill: West fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.38 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):115.0
Weight of Soil (g):3.82 Dry Density (pcf):98.8
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):171.8
Weight of Water (g):28.2 0.0
Moisture Content (%):16.4 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):98.8 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):101.3
Moisture Content (%):16.4 Moisture Content (%):19.3 Interpreted Moisture Content (%):19.8
Page 29 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
30 05/01/2015 Landfill: Northwest fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.22 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):110.5
Weight of Soil (g):3.67 Dry Density (pcf):91.9
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):166.3
Weight of Water (g):33.7 0.0
Moisture Content (%):20.3 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):91.9 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):97.0
Moisture Content (%):20.3 Moisture Content (%):25.8 Interpreted Moisture Content (%):24.9
Page 30 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
31 05/02/2015 Landfill: Northwest fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.29 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):112.6
Weight of Soil (g):3.74 Dry Density (pcf):92.8
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):164.9
Weight of Water (g):35.1 0.0
Moisture Content (%):21.3 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):92.8 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):96.6
Moisture Content (%):21.3 Moisture Content (%):25.8 Interpreted Moisture Content (%):25.0
Page 31 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
32 05/04/2015 Landfill: Northwest fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.24 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):110.8
Weight of Soil (g):3.68 Dry Density (pcf):94.7
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):171.0
Weight of Water (g):29.0 0.0
Moisture Content (%):17.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):94.7 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):98.9
Moisture Content (%):17.0 Moisture Content (%):19.3 Interpreted Moisture Content (%):20.9
Page 32 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
33 05/04/2015 Landfill: Northeast fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.18 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):109.0
Weight of Soil (g):3.62 Dry Density (pcf):91.9
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):168.6
Weight of Water (g):31.4 0.0
Moisture Content (%):18.6 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):91.9 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):98.5
Moisture Content (%):18.6 Moisture Content (%):25.8 Interpreted Moisture Content (%):23.6
Page 33 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
34 05/05/2015 Landfill: Northeast fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.10 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):106.6
Weight of Soil (g):3.54 Dry Density (pcf):91.3
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):171.2
Weight of Water (g):28.8 0.0
Moisture Content (%):16.8 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):91.3 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):97.5
Moisture Content (%):16.8 Moisture Content (%):25.8 Interpreted Moisture Content (%):24.3
Page 34 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
35 05/05/2015 Landfill: Northwest fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.36 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):114.4
Weight of Soil (g):3.80 Dry Density (pcf):92.6
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):161.9
Weight of Water (g):38.1 0.0
Moisture Content (%):23.5 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):92.6 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):94.8
Moisture Content (%):23.5 Moisture Content (%):25.8 Interpreted Moisture Content (%):26.2
Page 35 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
36 05/06/2015 Landfill: West fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.19 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):109.3
Weight of Soil (g):3.63 Dry Density (pcf):91.1
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):166.7
Weight of Water (g):33.3 0.0
Moisture Content (%):20.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):91.1 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):97.1
Moisture Content (%):20.0 Moisture Content (%):25.8 Interpreted Moisture Content (%):24.5
Page 36 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
37 05/06/2015 Landfill: West fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.55 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):120.1
Weight of Soil (g):3.99 Dry Density (pcf):103.1
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):171.7
Weight of Water (g):28.3 0.0
Moisture Content (%):16.5 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-9
Dry Density (pcf):103.1 Dry Density (pcf):105.7 Interpreted Dry Density (pcf):106.6
Moisture Content (%):16.5 Moisture Content (%):19.6 Interpreted Moisture Content (%):19.1
Page 37 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
38 05/07/2015 Landfill: Northwest fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.25 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):111.1
Weight of Soil (g):3.69 Dry Density (pcf):95.0
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):171.1
Weight of Water (g):28.9 0.0
Moisture Content (%):16.9 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):95.0 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):98.9
Moisture Content (%):16.9 Moisture Content (%):19.3 Interpreted Moisture Content (%):20.5
Page 38 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
39 05/07/2015 Landfill: Northwest fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.31 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):112.9
Weight of Soil (g):3.75 Dry Density (pcf):98.7
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):174.8
Weight of Water (g):25.2 0.0
Moisture Content (%):14.4 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):98.7 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):102.5
Moisture Content (%):14.4 Moisture Content (%):19.3 Interpreted Moisture Content (%):18.6
Page 39 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
40 05/08/2015 Landfill: Northwest fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.41 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):115.9
Weight of Soil (g):3.85 Dry Density (pcf):99.7
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):171.9
Weight of Water (g):28.1 0.0
Moisture Content (%):16.3 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):99.7 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):101.9
Moisture Content (%):16.3 Moisture Content (%):19.3 Interpreted Moisture Content (%):19.2
Page 40 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
41 05/08/2015 Landfill: Northwest fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.32 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):113.2
Weight of Soil (g):3.76 Dry Density (pcf):95.0
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):167.8
Weight of Water (g):32.2 0.0
Moisture Content (%):19.2 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-10
Dry Density (pcf):95.0 Dry Density (pcf):100.3 Interpreted Dry Density (pcf):98.3
Moisture Content (%):19.2 Moisture Content (%):21.6 Interpreted Moisture Content (%):23.2
Page 41 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
42 05/11/2015 Landfill: West fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.34 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):113.8
Weight of Soil (g):3.78 Dry Density (pcf):97.3
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):171.1
Weight of Water (g):28.9 0.0
Moisture Content (%):16.9 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-10
Dry Density (pcf):97.3 Dry Density (pcf):100.3 Interpreted Dry Density (pcf):101.3
Moisture Content (%):16.9 Moisture Content (%):21.6 Interpreted Moisture Content (%):21.2
Page 42 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
43 05/11/2015 Landfill: West fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.47 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):117.7
Weight of Soil (g):3.91 Dry Density (pcf):100.6
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):170.9
Weight of Water (g):29.1 0.0
Moisture Content (%):17.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-9
Dry Density (pcf):100.6 Dry Density (pcf):105.7 Interpreted Dry Density (pcf):105.3
Moisture Content (%):17.0 Moisture Content (%):19.6 Interpreted Moisture Content (%):19.9
Page 43 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
44 05/12/2015 Landfill: West fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.22 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):110.2
Weight of Soil (g):3.66 Dry Density (pcf):92.5
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):167.9
Weight of Water (g):32.1 0.0
Moisture Content (%):19.1 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):92.5 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):98.3
Moisture Content (%):19.1 Moisture Content (%):25.8 Interpreted Moisture Content (%):23.8
Page 44 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
45 05/13/2015 Landfill: North fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.11 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):106.9
Weight of Soil (g):3.55 Dry Density (pcf):88.4
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):165.4
Weight of Water (g):34.6 0.0
Moisture Content (%):20.9 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):88.4 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):95.2
Moisture Content (%):20.9 Moisture Content (%):25.8 Interpreted Moisture Content (%):25.9
Page 45 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
46 05/13/2015 Landfill: West fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.19 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):109.3
Weight of Soil (g):3.63 Dry Density (pcf):94.1
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):172.1
Weight of Water (g):27.9 0.0
Moisture Content (%):16.2 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):94.1 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):98.9
Moisture Content (%):16.2 Moisture Content (%):19.3 Interpreted Moisture Content (%):20.9
Page 46 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
47 05/14/2015 Landfill: East fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.34 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):113.8
Weight of Soil (g):3.78 Dry Density (pcf):94.0
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):165.3
Weight of Water (g):34.7 0.0
Moisture Content (%):21.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):94.0 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):97.6
Moisture Content (%):21.0 Moisture Content (%):25.8 Interpreted Moisture Content (%):24.1
Page 47 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
48 05/14/2015 Landfill: West fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.41 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):115.9
Weight of Soil (g):3.85 Dry Density (pcf):99.0
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):170.8
Weight of Water (g):29.2 0.0
Moisture Content (%):17.1 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-10
Dry Density (pcf):99.0 Dry Density (pcf):100.3 Interpreted Dry Density (pcf):102.1
Moisture Content (%):17.1 Moisture Content (%):21.6 Interpreted Moisture Content (%):20.8
Page 48 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
49 05/15/2015 Landfill: North and west fill areas ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.16 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):108.7
Weight of Soil (g):3.61 Dry Density (pcf):89.2
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):164.1
Weight of Water (g):35.9 0.0
Moisture Content (%):21.9 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):89.2 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):94.7
Moisture Content (%):21.9 Moisture Content (%):25.8 Interpreted Moisture Content (%):26.2
Page 49 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
50 05/16/2015 Landfill: West fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.36 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):114.7
Weight of Soil (g):3.81 Dry Density (pcf):98.8
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):172.2
Weight of Water (g):27.8 0.0
Moisture Content (%):16.1 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-10
Dry Density (pcf):98.8 Dry Density (pcf):100.3 Interpreted Dry Density (pcf):102.8
Moisture Content (%):16.1 Moisture Content (%):21.6 Interpreted Moisture Content (%):20.5
Page 50 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
51 05/18/2015 Landfill: Northeast fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.31 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):112.9
Weight of Soil (g):3.75 Dry Density (pcf):93.4
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):165.4
Weight of Water (g):34.6 0.0
Moisture Content (%):20.9 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):93.4 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):97.3
Moisture Content (%):20.9 Moisture Content (%):25.8 Interpreted Moisture Content (%):24.5
Page 51 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
52 05/19/2015 Landfill: Northeast fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.52 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):119.2
Weight of Soil (g):3.96 Dry Density (pcf):100.6
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):168.8
Weight of Water (g):31.2 0.0
Moisture Content (%):18.5 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-9
Dry Density (pcf):100.6 Dry Density (pcf):105.7 Interpreted Dry Density (pcf):103.9
Moisture Content (%):18.5 Moisture Content (%):19.6 Interpreted Moisture Content (%):20.5
Page 52 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
53 05/19/2015 Landfill: East fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.39 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):115.3
Weight of Soil (g):3.83 Dry Density (pcf):96.8
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):167.9
Weight of Water (g):32.1 0.0
Moisture Content (%):19.1 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-10
Dry Density (pcf):96.8 Dry Density (pcf):100.3 Interpreted Dry Density (pcf):99.3
Moisture Content (%):19.1 Moisture Content (%):21.6 Interpreted Moisture Content (%):22.5
Page 53 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
54 05/20/2015 Landfill: East fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.22 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):110.2
Weight of Soil (g):3.66 Dry Density (pcf):97.1
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):176.2
Weight of Water (g):23.8 0.0
Moisture Content (%):13.5 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):97.1 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):102.4
Moisture Content (%):13.5 Moisture Content (%):19.3 Interpreted Moisture Content (%):18.9
Page 54 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
55 05/20/2015 Landfill: Northeast fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.29 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):112.3
Weight of Soil (g):3.73 Dry Density (pcf):95.3
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):169.6
Weight of Water (g):30.4 0.0
Moisture Content (%):17.9 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-10
Dry Density (pcf):95.3 Dry Density (pcf):100.3 Interpreted Dry Density (pcf):99.5
Moisture Content (%):17.9 Moisture Content (%):21.6 Interpreted Moisture Content (%):22.5
Page 55 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
56 05/21/2015 Landfill: East and northeast fill
areas
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.33 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):113.5
Weight of Soil (g):3.77 Dry Density (pcf):97.1
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):171.1
Weight of Water (g):28.9 0.0
Moisture Content (%):16.9 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):97.1 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):100.1
Moisture Content (%):16.9 Moisture Content (%):19.3 Interpreted Moisture Content (%):20.1
Page 56 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
57 05/21/2015 Landfill: West fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.37 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):114.7
Weight of Soil (g):3.81 Dry Density (pcf):99.7
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):173.8
Weight of Water (g):26.2 0.0
Moisture Content (%):15.1 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-14
Dry Density (pcf):99.7 Dry Density (pcf):102.3 Interpreted Dry Density (pcf):102.0
Moisture Content (%):15.1 Moisture Content (%):17.8 Interpreted Moisture Content (%):18.5
Page 57 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
58 05/22/2015 Landfill: East and northeast fill
areas
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.28 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):112.0
Weight of Soil (g):3.72 Dry Density (pcf):96.6
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):172.4
Weight of Water (g):27.6 0.0
Moisture Content (%):16.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):96.6 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):100.5
Moisture Content (%):16.0 Moisture Content (%):19.3 Interpreted Moisture Content (%):20.0
Page 58 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
59 05/22/2015 Landfill: West fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.43 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):116.5
Weight of Soil (g):3.87 Dry Density (pcf):100.4
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):172.4
Weight of Water (g):27.6 0.0
Moisture Content (%):16.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-14
Dry Density (pcf):100.4 Dry Density (pcf):102.3 Interpreted Dry Density (pcf):101.9
Moisture Content (%):16.0 Moisture Content (%):17.8 Interpreted Moisture Content (%):18.4
Page 59 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
60 05/26/2015 Landfill: East and northeast fill
areas
BOSNAK, Jesse
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.20 Mold Volume Factor:30.3000
Weight of Mold (g):9.26 Wet Density (pcf):119.4
Weight of Soil (g):3.94 Dry Density (pcf):100.3
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):168.0
Weight of Water (g):32.0 0.0
Moisture Content (%):19.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):100.3 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):100.8
Moisture Content (%):19.0 Moisture Content (%):19.3 Interpreted Moisture Content (%):19.3
Page 60 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
61 05/26/2015 Landfill: West fill area BOSNAK, Jesse
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):12.89 Mold Volume Factor:30.3000
Weight of Mold (g):9.26 Wet Density (pcf):110.0
Weight of Soil (g):3.63 Dry Density (pcf):94.3
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):171.5
Weight of Water (g):28.5 0.0
Moisture Content (%):16.6 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-15
Dry Density (pcf):94.3 Dry Density (pcf):99.4 Interpreted Dry Density (pcf):97.5
Moisture Content (%):16.6 Moisture Content (%):20.4 Interpreted Moisture Content (%):20.3
Page 61 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
62 05/27/2015 Landfill: East and northest fill
area
BOSNAK, Jesse
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.11 Mold Volume Factor:30.3000
Weight of Mold (g):9.28 Wet Density (pcf):116.0
Weight of Soil (g):3.83 Dry Density (pcf):100.0
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):172.4
Weight of Water (g):27.6 0.0
Moisture Content (%):16.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-16
Dry Density (pcf):100.0 Dry Density (pcf):103.9 Interpreted Dry Density (pcf):101.0
Moisture Content (%):16.0 Moisture Content (%):19.3 Interpreted Moisture Content (%):19.0
Page 62 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
63 05/28/2015 Landfill: Northeast fill area BOSNAK, Jesse
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.17 Mold Volume Factor:30.3000
Weight of Mold (g):9.27 Wet Density (pcf):118.2
Weight of Soil (g):3.90 Dry Density (pcf):101.0
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):170.9
Weight of Water (g):29.1 0.0
Moisture Content (%):17.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-17
Dry Density (pcf):101.0 Dry Density (pcf):105.1 Interpreted Dry Density (pcf):104.2
Moisture Content (%):17.0 Moisture Content (%):19.4 Interpreted Moisture Content (%):20.1
Page 63 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
64 05/28/2015 Landfill: North and northeast fill
area
BOSNAK, Jesse
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.02 Mold Volume Factor:30.3000
Weight of Mold (g):9.27 Wet Density (pcf):113.6
Weight of Soil (g):3.75 Dry Density (pcf):96.3
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):169.5
Weight of Water (g):30.5 0.0
Moisture Content (%):18.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):96.3 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):98.0
Moisture Content (%):18.0 Moisture Content (%):19.3 Interpreted Moisture Content (%):19.5
Page 64 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
65 05/29/2015 Landfill: East fill area BOSNAK, Jesse
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):12.95 Mold Volume Factor:30.3000
Weight of Mold (g):9.27 Wet Density (pcf):111.5
Weight of Soil (g):3.68 Dry Density (pcf):91.8
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):164.8
Weight of Water (g):35.2 0.0
Moisture Content (%):21.4 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):91.8 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):95.2
Moisture Content (%):21.4 Moisture Content (%):25.8 Interpreted Moisture Content (%):25.3
Page 65 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
66 05/29/2015 Landfill: East and northeast fill
areas
BOSNAK, Jesse
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.15 Mold Volume Factor:30.3000
Weight of Mold (g):9.27 Wet Density (pcf):117.6
Weight of Soil (g):3.88 Dry Density (pcf):97.9
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):166.5
Weight of Water (g):33.5 0.0
Moisture Content (%):20.1 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-10
Dry Density (pcf):97.9 Dry Density (pcf):100.3 Interpreted Dry Density (pcf):99.8
Moisture Content (%):20.1 Moisture Content (%):21.6 Interpreted Moisture Content (%):22.0
Page 66 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
67 06/01/2015 Landfill: East and northeast fill
areas
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.38 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):115.0
Weight of Soil (g):3.82 Dry Density (pcf):94.3
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):164.1
Weight of Water (g):35.9 0.0
Moisture Content (%):21.9 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):94.3 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):96.8
Moisture Content (%):21.9 Moisture Content (%):25.8 Interpreted Moisture Content (%):24.7
Page 67 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
68 06/01/2015 Landfill: East fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.41 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):115.9
Weight of Soil (g):3.85 Dry Density (pcf):97.6
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):168.3
Weight of Water (g):31.7 0.0
Moisture Content (%):18.8 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-10
Dry Density (pcf):97.6 Dry Density (pcf):100.3 Interpreted Dry Density (pcf):100.1
Moisture Content (%):18.8 Moisture Content (%):21.6 Interpreted Moisture Content (%):21.9
Page 68 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
69 06/02/2015 Landfill: East fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.20 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):109.6
Weight of Soil (g):3.64 Dry Density (pcf):91.3
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):166.5
Weight of Water (g):33.5 0.0
Moisture Content (%):20.1 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-4
Dry Density (pcf):91.3 Dry Density (pcf):95.1 Interpreted Dry Density (pcf):97.0
Moisture Content (%):20.1 Moisture Content (%):25.8 Interpreted Moisture Content (%):24.9
Page 69 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
70 06/11/2015 Landfill: West fill area ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.48 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):118.0
Weight of Soil (g):3.92 Dry Density (pcf):105.0
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):177.9
Weight of Water (g):22.1 0.0
Moisture Content (%):12.4 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-2
Dry Density (pcf):105.0 Dry Density (pcf):112.1 Interpreted Dry Density (pcf):111.2
Moisture Content (%):12.4 Moisture Content (%):15.7 Interpreted Moisture Content (%):16.0
Page 70 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
71 06/12/2015 Landfill: Cell bottom, rock
removal and backfill
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.45 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):117.1
Weight of Soil (g):3.89 Dry Density (pcf):103.1
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):176.1
Weight of Water (g):23.9 0.0
Moisture Content (%):13.6 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-2
Dry Density (pcf):103.1 Dry Density (pcf):112.1 Interpreted Dry Density (pcf):109.5
Moisture Content (%):13.6 Moisture Content (%):15.7 Interpreted Moisture Content (%):17.5
Page 71 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
72 06/15/2015 Landfill: Cell bottom, rock
removal and backfill
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.22 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):110.5
Weight of Soil (g):3.67 Dry Density (pcf):95.3
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):172.4
Weight of Water (g):27.6 0.0
Moisture Content (%):16.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-15
Dry Density (pcf):95.3 Dry Density (pcf):99.4 Interpreted Dry Density (pcf):98.9
Moisture Content (%):16.0 Moisture Content (%):20.4 Interpreted Moisture Content (%):21.0
Page 72 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
73 06/16/2015 Landfill: Cell bottom, rock
removal and backfill
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.16 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):108.7
Weight of Soil (g):3.61 Dry Density (pcf):94.5
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):173.9
Weight of Water (g):26.1 0.0
Moisture Content (%):15.0 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-15
Dry Density (pcf):94.5 Dry Density (pcf):99.4 Interpreted Dry Density (pcf):99.0
Moisture Content (%):15.0 Moisture Content (%):20.4 Interpreted Moisture Content (%):20.5
Page 73 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
74 06/17/2015 Landfill: East cell fill ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.22 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):110.2
Weight of Soil (g):3.66 Dry Density (pcf):97.1
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):176.2
Weight of Water (g):23.8 0.0
Moisture Content (%):13.5 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):97.1 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):102.1
Moisture Content (%):13.5 Moisture Content (%):19.3 Interpreted Moisture Content (%):18.5
Page 74 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
75 07/09/2015 Conduit Crossing: Conduit
ductbank, starting at box #1
located in the SW corner of the
landfill north of the tie in to phase
1.
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.07 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):106.0
Weight of Soil (g):3.52 Dry Density (pcf):93.1
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):175.8
Weight of Water (g):24.2 0.0
Moisture Content (%):13.8 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):93.1 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):100.0
Moisture Content (%):13.8 Moisture Content (%):19.3 Interpreted Moisture Content (%):20.1
Page 75 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
76 07/20/2015 Conduit Crossing: Conduit duct
bank
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.17 Mold Volume Factor:30.1000
Weight of Mold (g):9.55 Wet Density (pcf):109.0
Weight of Soil (g):3.62 Dry Density (pcf):95.2
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):174.6
Weight of Water (g):25.4 0.0
Moisture Content (%):14.5 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):95.2 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):100.5
Moisture Content (%):14.5 Moisture Content (%):19.3 Interpreted Moisture Content (%):19.8
Page 76 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
77 07/20/2015 Conduit Crossing: Conduit duct
bank
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.11 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):106.9
Weight of Soil (g):3.55 Dry Density (pcf):93.9
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):175.7
Weight of Water (g):24.3 0.0
Moisture Content (%):13.8 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):93.9 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):100.3
Moisture Content (%):13.8 Moisture Content (%):19.3 Interpreted Moisture Content (%):19.9
Page 77 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
78 07/29/2015 Conduit Crossing: Conduit duct
bank
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.60 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):121.6
Weight of Soil (g):4.04 Dry Density (pcf):101.5
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):166.9
Weight of Water (g):33.1 0.0
Moisture Content (%):19.8 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-10
Dry Density (pcf):101.5 Dry Density (pcf):100.3 Interpreted Dry Density (pcf):101.8
Moisture Content (%):19.8 Moisture Content (%):21.6 Interpreted Moisture Content (%):20.9
Page 78 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
79 08/07/2015 Conduit Crossing: Conduit duct
bank
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.25 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):111.1
Weight of Soil (g):3.69 Dry Density (pcf):95.5
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):172.0
Weight of Water (g):28.0 0.0
Moisture Content (%):16.3 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):95.5 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):99.6
Moisture Content (%):16.3 Moisture Content (%):19.3 Interpreted Moisture Content (%):20.4
Page 79 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
80 08/07/2015 Conduit Crossing: Conduit duct
bank
ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.32 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):113.2
Weight of Soil (g):3.76 Dry Density (pcf):96.7
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):170.8
Weight of Water (g):29.2 0.0
Moisture Content (%):17.1 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-6
Dry Density (pcf):96.7 Dry Density (pcf):100.8 Interpreted Dry Density (pcf):99.3
Moisture Content (%):17.1 Moisture Content (%):19.3 Interpreted Moisture Content (%):20.1
Page 80 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
81 08/25/2015 Protective Cover: West cell slope ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.46 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):117.4
Weight of Soil (g):3.90 Dry Density (pcf):99.8
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):170.1
Weight of Water (g):29.9 0.0
Moisture Content (%):17.6 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-27
Dry Density (pcf):99.8 Dry Density (pcf):102.5 Interpreted Dry Density (pcf):101.7
Moisture Content (%):17.6 Moisture Content (%):19.8 Interpreted Moisture Content (%):20.2
Page 81 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
82 08/25/2015 Protective Cover: West cell slope ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.54 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):119.8
Weight of Soil (g):3.98 Dry Density (pcf):102.9
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):171.8
Weight of Water (g):28.2 0.0
Moisture Content (%):16.4 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-27
Dry Density (pcf):102.9 Dry Density (pcf):102.5 Interpreted Dry Density (pcf):104.4
Moisture Content (%):16.4 Moisture Content (%):19.8 Interpreted Moisture Content (%):18.5
Page 82 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
Test Information
Test #Test Date Test Location Geologic Orgin Elevation Reference Field Technician
83 09/02/2015 Protective Cover: East cell slope ORESTE, Mike
One-Point Compaction
Density Test Standard:ASTM D698A Method:A
Weight of Soil & Mold (g):13.50 Mold Volume Factor:30.1000
Weight of Mold (g):9.56 Wet Density (pcf):118.6
Weight of Soil (g):3.94 Dry Density (pcf):103.6
Moisture Content
Moisture Type:One-Point Field
Moisture Content Standard:
Wet Weight of Moisture Sample (g):200.0
Dry Weight of Moisture Sample (g):174.7
Weight of Water (g):25.3 0.0
Moisture Content (%):14.5 0.0
One-Point Measured Reference Tests One-Point Results
Family Name:Proctor ID:S-26
Dry Density (pcf):103.6 Dry Density (pcf):105.8 Interpreted Dry Density (pcf):105.9
Moisture Content (%):14.5 Moisture Content (%):17.9 Interpreted Moisture Content (%):17.5
Page 83 of 83
Client:
Morgan Corporation
Charlotte, NC 28269
P.O. Box 480130
Project:
Cliffside Landfill Phase II
VH25.306.000
Cliffside, NC
One-Point
Test Method:
Report Date: 9/29/2015
ESP - Fort Mill
3475 Lakemont Boulevard
Fort Mill, SC 29708
Phone: [phone]
Fax: [phone]
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
TP-1 (6'-10')
Material Description
TEST RESULTS
112.1
NPNP
LL
ATTERBERG LIMITS
Zero Air Voids Curves For Gs = 2.6 - 2.8
15.8
PCF
%
15.7Percent Fines %
Maximum Dry Density
Optimum Water Content
PI
NP
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
PL
Sample I.D.
Test Method
Material Source
S-2
ASTM D698 - Procedure A
Light Brown and Brown SILTY
SAND SM
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
3475 Lakemont BlvdFort Mill, SC
Telephone: [phone]
Fax: [phone]
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
2
.
G
P
J

2
/
1
8
/
1
5
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
TP-1 @ 14'
Material Description
TEST RESULTS
110.2
NPNP
LL
ATTERBERG LIMITS
Zero Air Voids Curves For Gs = 2.6 - 2.8
16.3
PCF
%
10.2Percent Fines %
Maximum Dry Density
Optimum Water Content
PI
NP
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
PL
Sample I.D.
Test Method
Material Source
S-3
ASTM D698 - Procedure A
Light Brown and Brown
WELL-GRADED SAND with SILT
and GRAVEL SW-SM
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
3475 Lakemont BlvdFort Mill, SC
Telephone: [phone]
Fax: [phone]
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
2
.
G
P
J

2
/
1
8
/
1
5
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
TP-2 (2')
Material Description
TEST RESULTS
95.1
2752
LL
ATTERBERG LIMITS
Zero Air Voids Curves For Gs = 2.6 - 2.8
25.8
PCF
%
72.0Percent Fines %
Maximum Dry Density
Optimum Water Content
PI
25
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
PL
Sample I.D.
Test Method
Material Source
S-4
ASTM D698 - Procedure A
Dark Reddish Brown FAT CLAY
with SAND CH
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
3475 Lakemont BlvdFort Mill, SC
Telephone: [phone]
Fax: [phone]
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
2
.
G
P
J

2
/
2
5
/
1
5
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
TP-2 (10')
Material Description
TEST RESULTS
108.2
3235
LL
ATTERBERG LIMITS
Zero Air Voids Curves For Gs = 2.6 - 2.8
17.8
PCF
%
25.3Percent Fines %
Maximum Dry Density
Optimum Water Content
PI
3
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
PL
Sample I.D.
Test Method
Material Source
S-5
ASTM D698 - Procedure A
Red Brown SILTY SAND with
GRAVEL SM
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
3475 Lakemont BlvdFort Mill, SC
Telephone: [phone]
Fax: [phone]
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
2
.
G
P
J

2
/
1
8
/
1
5
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
SB #6 Cut
Material Description
TEST RESULTS
100.8
NPNP
LL
ATTERBERG LIMITS
Zero Air Voids Curves For Gs = 2.6 - 2.8
19.3
PCF
%
27.9Percent Fines %
Maximum Dry Density
Optimum Water Content
PI
NP
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
PL
Sample I.D.
Test Method
Material Source
S-6
ASTM D698 - Procedure A
Red Brown Silty SAND
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
3475 Lakemont BlvdFort Mill, SC
Telephone: [phone]
Fax: [phone]
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
2
.
G
P
J

3
/
2
6
/
1
5
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
On Site Stockpile
Material Description
TEST RESULTS
112.2
Zero Air Voids Curves For Gs = 2.6 - 2.8
15.0
PCF
%
Maximum Dry Density
Optimum Water Content
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
Sample I.D.
Test Method
Material Source
S-7
ASTM D698 - Procedure A
Top Soil
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
3475 Lakemont BlvdFort Mill, SC
Telephone: [phone]
Fax: [phone]
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
5
.
G
P
J

4
/
8
/
1
5
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
Quarry
Material Description
TEST RESULTS
110.6
Zero Air Voids Curves For Gs = 2.6 - 2.8
8.3
PCF
%
4.1Percent Fines %
Maximum Dry Density
Optimum Water Content
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
Sample I.D.
Test Method
Material Source
S-8
ASTM D698 - Procedure B
Screenings
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
3475 Lakemont BlvdFort Mill, SC
Telephone: [phone]
Fax: [phone]
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
5
.
G
P
J

3
/
3
1
/
1
5
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
On Site
Material Description
TEST RESULTS
105.7
3039
LL
ATTERBERG LIMITS
Zero Air Voids Curves For Gs = 2.6 - 2.8
19.6
PCF
%
43.4Percent Fines %
Maximum Dry Density
Optimum Water Content
PI
9
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
PL
Sample I.D.
Test Method
Material Source
S-9
ASTM D698 - Procedure A
Red Brown Silty SAND
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
3475 Lakemont BlvdFort Mill, SC
Telephone: [phone]
Fax: [phone]
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
5
.
G
P
J

4
/
8
/
1
5
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
ON Site (10,000CY)
Material Description
TEST RESULTS
%
100.3
3443
LL
ATTERBERG LIMITS
Zero Air Voids Curves For Gs = 2.6 - 2.8
21.6
25.7
PCF
%
46.7Percent Fines %
Maximum Dry Density
Optimum Water Content
In-place Water Content
PI
9
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
PL
Sample I.D.
Test Method
Material Source
S-10
ASTM D698 - Procedure A
Reddish Tan Silty SAND
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
3475 Lakemont BlvdFort Mill, SC
Telephone: [phone]
Fax: [phone]
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
5
.
G
P
J

4
/
1
0
/
1
5
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
On Site (30,000 CY)
Material Description
TEST RESULTS
%
102.3
NPNP
LL
ATTERBERG LIMITS
Zero Air Voids Curves For Gs = 2.6 - 2.8
17.8
15.4
PCF
%
24.1Percent Fines %
Maximum Dry Density
Optimum Water Content
In-place Water Content
PI
NP
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
PL
Sample I.D.
Test Method
Material Source
S-14
ASTM D698 - Procedure A
Tannish Brown Silty SAND (SM)
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
3475 Lakemont BlvdFort Mill, SC
Telephone: [phone]
Fax: [phone]
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
2
.
G
P
J

5
/
1
5
/
1
5
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
Protective Cover
Material Description
TEST RESULTS
99.4
Zero Air Voids Curves For Gs = 2.6 - 2.8
20.4
PCF
%
Maximum Dry Density
Optimum Water Content
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
Sample I.D.
Test Method
Material Source
S-15
ASTM D698 - Procedure A
Brown Silty SAND
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
3475 Lakemont BlvdFort Mill, SC
Telephone: [phone]
Fax: [phone]
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
2
.
G
P
J

5
/
1
6
/
1
5
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
On Site (40,000 CY)
Material Description
TEST RESULTS
%
103.9
NPNP
LL
ATTERBERG LIMITS
Zero Air Voids Curves For Gs = 2.6 - 2.8
19.3
11.7
PCF
%
18.7Percent Fines %
Maximum Dry Density
Optimum Water Content
In-place Water Content
PI
NP
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
PL
Sample I.D.
Test Method
Material Source
S-16
ASTM D698 - Procedure A
Brown Silty SAND SM
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
3475 Lakemont BlvdFort Mill, SC
Telephone: [phone]
Fax: [phone]
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
2
.
G
P
J

5
/
1
9
/
1
5
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
On Site (50,000 CY)
Material Description
TEST RESULTS
%
105.1
NPNP
LL
ATTERBERG LIMITS
Zero Air Voids Curves For Gs = 2.6 - 2.8
19.4
16.4
PCF
%
32.0Percent Fines %
Maximum Dry Density
Optimum Water Content
In-place Water Content
PI
NP
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
PL
Sample I.D.
Test Method
Material Source
S-17
ASTM D698 - Procedure A
Reddish Brown Silty SAND SM
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
3475 Lakemont BlvdFort Mill, SC
Telephone: [phone]
Fax: [phone]
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
2
.
G
P
J

5
/
1
9
/
1
5
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
On Site 140,000 CY
Material Description
TEST RESULTS
%
105.8
NPNP
LL
ATTERBERG LIMITS
Zero Air Voids Curves For Gs = 2.6 - 2.8
17.9
13.2
PCF
%
25.9Percent Fines %
Maximum Dry Density
Optimum Water Content
In-place Water Content
PI
NP
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
PL
Sample I.D.
Test Method
Material Source
S-26
ASTM D698 - Procedure A
Light Brown Silty SAND SM
(Screened Protective Cover)
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
Telephone:
Fax:
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
2
.
G
P
J

7
/
6
/
1
5
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
On Site 150,000 CY
Material Description
TEST RESULTS
%
102.5
NPNP
LL
ATTERBERG LIMITS
Zero Air Voids Curves For Gs = 2.6 - 2.8
19.8
12.1
PCF
%
19.3Percent Fines %
Maximum Dry Density
Optimum Water Content
In-place Water Content
PI
NP
Cliffside Landfill Phase II
Cliffside, North Carolina
Job No.
Project
VH25.306
WATER CONTENT, %
DR
Y

D
E
N
S
I
T
Y
,

p
c
f
MOISTURE-DENSITY RELATIONSHIP
PL
Sample I.D.
Test Method
Material Source
S-27
ASTM D698 - Procedure A
Red Brown Silty SAND SM
(Screened Protective Cover)
Project: Cliffside Landfill Phase II
Location: Cliffside, North Carolina
Number: VH25.306
Telephone:
Fax:
ES
P

C
O
M
P
A
C
T
I
O
N

-

S
I
N
G
L
E

V
H
2
5
.
3
0
6
.
G
P
J

B
P
2
1
.
3
0
2
.
G
P
J

7
/
6
/
1
5
Appendix B-2
Earthwork

Protective Cover Placement Logs
Appendix B-3
Earthwork

Protective Cover Material Laboratory Testing
Appendix C-1
Geosynthetic Clay Liner

Project QC Log

FORM CQC - 100
PROJECT QC LOG – GCL
(one sheet per project)
PROJECT

NAME: Duke Energy CCP Landfill - Phase II
NUMBER: 48509-106696/106697

LOCATION: Cliffside, NC

Owner: Duke Energy
ADDRESS: 563 Duke Power Road

CONTACT: Zach Cole PHONE: [phone]

ENGINEERING
ENGINEERING FIRM: CDM Smith

ADDRESS: 5400 Glenwood Avenue, Raleigh, NC 27612

CONTACT: Kenton Yang PHONE: [phone]
CONTRACTOR

GENERAL CONTRACTOR: Morgan Corporation

ADDRESS: PO Box 480130, Charlotte, NC 28269

CONTACT: Jacob Hansen PHONE: [phone]
SUPPLIER OF GCL MATERIALS

NAME: GSE Environmental, LLC

ADDRESS: 19103 Gundle Road Houston, TX 77073
CONTACT: Steve Mays PHONE: [phone]

QC INSPECTION
NAME: Chesapeake Containment Systems, Inc.

ADDRESS: 352 Earls Road, Middle River, MD 21220

CONTACT: Ryan Clark PHONE: [phone]

FORM CQC - 100
GCL PROJECT QC LOG
(one sheet per project) (Continued)

TESTING LABORATORY
GCL TESTING LABORATORY: Geotechnics

ADDRESS: 544 Braddock Ave, East Pittsburgh, PA 15112

CONTACT: PHONE: [phone]

FABRICATOR OF MATERIAL
NAME: GSE Environmental, LLC

ADDRESS: 19103 Gundle Road Houston, TX 77073

CONTACT: Steve Mays PHONE: [phone]
INSTALLER OF MATERIAL

NAME: Chesapeake Containment Systems, Inc.

ADDRESS: 352 Earls Road, Middle River, MD 21220
CONTACT: Ryan Clark PHONE: [phone]

GCL MATERIALS

SPECIFIED GCL MATERIALS: Reinforced TYPE: BentoLiner NSL
MATERIAL CERTIFICATION

MATERIAL CERTIFICATION RECEIVED: yes

DATE: 3-12-2015 ACCEPTED: yes

Appendix C-2
Geosynthetic Clay Liner

Personnel QC Log and Resumes
Installation Resume – Antonio Telles
Antonio Telles
Geomembrane Experience Resume - 2013
Material Quantity Project Location Date
8 mil raincover 522,000 SF Amelia Landfill Raincover Jetersville, VA Jun-13
60 mil HDPE 246,000 SF Beech Hollow Wellsto, OH Aug-13
8 oz cushion Geotextile 246,000 SF
GCL 197,250 SF Apex LF Modified 6A 2013 Amsterdam, OH Aug-13
60 mil Textured Liner 197,250 SF
Double Sided Composite 197,250 SF
8 mil Duraskrim 123,050 SF Port of Wilmington-Salt Pile Wilmington, DE Nov-13
50 mil PVC Liner 648,000 SF Eastern Sanitary Landfill Phase X Whitemarsh, MD Nov-13
12 mil Duraskrim 648,000 SF
GCL 648,000 SF
Geocomposite 220,000 SF
10 Geotextile 558,000 SF
16 oz Geotextile 500,000 SF
Geotextile 297,000 SF Ashcake Landfill Base Liner & Raincover Ashland, VA Nov-13
60mil HDPE Liner 297,000 SF
12mil Duraskrim 297,000 SF
60 mil Textured Geomembrane 850,478 SF Cooper Power Plant 2013 Expansion Somerset, KY Nov-13
60 mil High Perf Text Geomembrane 159,149 SF
Double Sided Geocomposite 369,600 SF
GCL 619,040 SF
10 oz Geotextile 100,000 SF
GCL 194,089 SF Crystal River 2013 Closure Crystal River, FL Dec-13
30 mil Textured HDPE 7,610 SF
60 mil HDPE Textured Liner 997,524 SF Ashville Phase 2 Cell Fletcher, NC Ongoing
GCL-Bentoliner NWL 997,524 SF
Geocomposite Double Sided 6/12 oz 997,524 SF
40 mil Textured HDPE Liner 997,524 SF
Geocomposite Gas Layer 157,950 SF Bayer Woodbine Cropscience Landfill Closure Woodbine, GA Dec-13
Geocomposite Drainage Layer 157,951 SF
GCL 157,952 SF
60 mil HDPE Liner 178,000 SF
PVC Liner 512,000 SF AEP Mitchell Landfill Moundsville, WV Ongoing
45mil rPP 72,000 SF
CAR GCL 584,000 SF
300-2-6 Composite 414,000 SF
Coal Drain Geocomposite 512,000 SF
Antonio Telles
Geomembrane Experience Resume - 2012
Material Quantity Project Location Date
60 mil HDPE textured geomembrane 604,000 SF HR Recovery Cell 4 Virginia Beach, VA Mar-12
Geocomposite 604,000 SF
60 mil HDPE textued geomembrane 425,121 SF First Piedmont Ringold, VA Apr-12
Geocomposite 186,418 SF
12 oz. Geotextile 247,128 SF
6 oz. Geotextile 262,813 SF
40 mil LLDPE textured geomembrane 1,829,520 SF Oak Ridge Landfill Cap Ballwin, MO Jun-12
Geocomposite 1,829,520 SF
60 mil HDPE texured geomembrane 1,800,000 SF Rumpke Landfill Cap Cincinnati, OH Apr-12
40 mil LLDPE texured geomembrane 892,000 SF Holmes County Final Cap Holmes Co, OH Apr-12
Geocomposite 892,000 SF
Geocomposite 190,000 SF EW Brown Ash Pond Cap Harrodsburg, KY Apr-12
60 mil HDPE textured geomembrane- Pri 295,000 SF Cumberland County Landfill Cell 2B Shippensburg, PA Mar-12
60 mil HDPE textured geomembrane- Sec 295,000 SF
GCL 295,000 SF
Geocomposite 295,000 SF
16 oz. Geotextile 295,000 SF
40 mil LLDPE tex and geocomposite 860,000 SF Medora LF Cells 1 & 2 Medora, IN Jun-12
60 mil HDPE Smooth
16oz NW Geotextile
37,000
74000
SF
SF
Sheboygan Dewatering Sheboygan, WI Jul-12
40 mil LLDPE Liner 902,304 SF Kalamazoo Site A Kalamazoo, MI Aug-12
270-2-6 Geocomposite (GDC)795,400 SF
12oz Geotextile 185,080 SF
60 mil HDPE tex and 8 oz geotextile 300,000 SF Beech Hollow Wellston, OH Jul-12
60 mil HDPE Textured 560,000 SF Brown County Georgetown, OH Sep-12
8 oz nonwoven geotextile 560,000 SF
60 mil HDPE 875,000 SF Hickory Meadows Hilbert, WI Oct-12
12 oz nonwoven geotextile 875,000 SF
20 mil Duraskrim Raincover 330,000 SF
Antonio Telles
Geomembrane Experience Resume - 2011
Material Quantity Project Location Date
60 mil HDPE textured geomembrane 1,066,000 SF Clover Power Station- Phase 2Clover, VA Jun-11
6 oz. Geotextile 2,132,000 SF
30 mil HDPE textured geomembrane 217,800 SF Asheville Airport- Phase 2 CapAsheville, NC Mar-11
40 mil HDPE smooth geomembrane 84,000 SF Possum Hollow- CCB StorageRichmond, VA Mar-11
60 mil HDPE textured geomembrane 154,000 SF Curley Hollow LF Phase 1A St. Paul, VA Jun-11
10 oz. geotextile 430,000 SF
16 oz. 1,219,680 SF
12 mil Rain Cover 1,611,720 SF
50 mil PVC geomembrane 609,840 SF
30 mil PVC geomembrane 1,200 SF Army War College Carlisle, PA Mar-11
Antonio Telles
Geomembrane Experience Resume - 2010
Material Quantity Project Location Date
40 mil HDPE textured geomembrane 48,000 SF Warsaw WWTP Warsaw, VA Jun-10
3MM Concrete Embedment Liner 2,500 SF Willow Lane Pumping Station LaPlata, MD Jul-10
5 MM Concrete Embedment Liner 500 SF
60 mil EPDM 5,000 SF Norwood WWTP Norwood, NY May-10
60 mil HDPE textured geomembrane 73,000 SF Bandy Campground Oneida, TN Apr-10
16 oz. geotextile 11,000 SF
60 mil LLDPE textured geomembrane 95,000 SF New Campus East Pond Springfield, VA Jul-10
Geogrid 300,000 SF Hilltop Sand & Gravel Closure Alexandria, VA May-10
40 mil LLDPE textured geomembrane 585,000 SF
8 oz. geotextile 585,000 SF
Geocomposite 585,000 SF
60 mil HDPE textured geomembrane 15,000 SF Belews Creek Repair Belews Creek, NC Apr-10
GCL 15,000 SF
Geocomposite 15,000 SF
20 mil Smooth HDPE Geomembrane 37,000 SF White Street Landfill Greensboro, NC 10-May
36 mil Polypropylene Reinforced Pond Liner 29,025 SF Buller Fish Hatchery Marion, VA May-10
Nov-10 2 MM Sure Grip- Concrete Emebedment 88,000 SF Patapsco WWTP Baltimore, MD
Liner
40 mil geomembrane 211,821 SF The East End Landfill Richmond, VA 10-May
12 oz. geotextile 400,821 SF
60 mil HDPE liner 162,273 SF
16 ounce geotextile 162,273 SF
60 mil HDPE textured geomembrane 206,000 SF Montgomery County Landfill Jeffersonville, KY Jul-10
GCL 206,000 SF Unit 3 Cell 2
6 oz. Geotextile 200,000 SF
Geocomposite 6,000 SF
60 mil hdpe textured geomembrane 309,000 SF Beech Hollow LF Phase 3C Wellston, OH Aug-10
8 oz. geotextile 309,000 SF
60 mil LLDPE textured geomembrane 10,000 SF Cumberland County Vault Carlisle, PA Jun-10
Excavation
60 mil HDPE liner 625,882 SF Rumpke Odor Control Blanket Cincinnati, OH Jun-10
8 oz. non woven geotextile 37,500 SF
40 mil LLDPE 568,977 SF Progress Energy Phase 4 Semora, NC Jul-10
30 mil HDPE 119,600 SF Wegmans Frederick, MD Jul-10
GCL 550,000 SF Robeson Co. MSW LF Phase 4 St. Pauls, NC Jun-10
60 mil HDPE geomembrane 550,000 SF Expansion
Geocomposite 550,000 SF
20 mil Vaporblock 7,000 SF Levedo Building Dorchester, MA May-10
100 mil smooth geomembrane 9,000 SF Mountainview Tank Greencastle, PA Jun-10
Geonet 9,000 SF
40 mil PVC 40,000 SF Ray Smith Ponds Bridgehampton, NY Jun-10
GCL 193,000 SF Southeast LF Oklahoma City, OK Jun-10
60 mil HDPE geomembrane 193,000 SF
8 oz. geotextile 193,000 SF
40 mil HDPE textured geomembrane 140,000 SF Enterprise Mocane Gas Well Forgan. OK Jul-10
60 mil HDPE textured geomembrane 140,000 SF
Geonet 140,000 SF
GCL 750,000 SF East Oak LF Oklahoma City, OK Jul-10
60 mil hdpe textured geomembrane 750,000 SF
8 oz. geotextile 750,000 SF
40 mil HDPE textured geomembrane 48,900 SF Chastain Meadows Marietta, GA Jul-10
Woven geotextile 60,000 SF
GCL 310,000 SF Alderson Regional LF Alderson, OK Jul-10
60 mil hdpe textured geomembrane 310,000 SF
8 oz. geotextile 310,000 SF
30 mil HDPE smooth geomembrane 57,280 SF Flight 93 National Memorial Stoystown, PA Aug-10
60 mil HDPE textured geomembrane 274,000 SF Beulah LF Cell 5 Dorchester, MD Nov-10
Geocomposite 274,000 SF
60 mil HDPE textured geomembarne 654,000 SF Rumpke Sanitary LF Phase IX Cincinnati, OH Sep-10
8 oz. geotextile 654,000 SF
GCL 320,000 SF Mirant Westland Ash B1-A Dickerson, MD Sep-10
60 mil HDPE textured geomembrane 320,000 SF
16 oz. geotextile 320,000 SF
LFG Pipe Penetration Boots 26 EA Hoods Mill LF Woodbine, MD Jun-10
40 mil LLDPE textured geomembrane 802,000 SF Hobbs Rd. LF Closure Denton, MD Dec-10
Geocomposite 802,000 SF
60 mil HDPE textured geomembrane 10,000 SF Bushton Oneok Bushton, KS Jul-10
GCL 755,000 SF Asheville Airport Phase 1 Fletcher, NC Sep-10
60 mil HDPE textured geomembrane 755,000 SF
Geocomposite 755,000 SF
GCL 590,000 SF Domtar Paper Plymouth, NC Nov-10
40 mil LLDPE textured geomembrane 590,000 SF
Geocomposite 550,000 SF
32 oz. geotextile 40,000 SF
40 mil LLDPE textured geomembrane 6,000 SF Moosup- Remediation Site Moosup, CT Sep-10
8 oz. geotextile 6,000 SF
16 oz. geotextile 6,000 SF
60 mil HDPE textured geomembrane 30,000 SF City of Albemarle LF Rain Flaps Albemarle, NC Aug-10
60 mil HDPE textured geomembrane 10,000 SF Bethel LF- Frac Tanks Bethel, VA Sep-10
30 mil PVC geomembrane 6,000 SF Spencers LF Gas Trench Abingdon, VA Nov-10
10 oz. geotextile 6,000 SF
23,000 SF Virginia Beach LF Gas Trench Virginia Beach, VA Nov-10
40 mil LLDPE textured geomembrane 494,000 SF Progress Energy Phase 5 Semora, NC Nov-10
GCL 256,000 SF Mirant Westland Ash Cell B1-B Dickerson, MD Nov-10
60 mil HDPE textured geomembrane 256,000 SF
16 oz. Geotextile 256,000 SF
40 mil PP geomembrane 12,000 SF Pittsburgh- Private Residence Pittsburgh, PA Dec-10
8 mil Duraskrim Rain Cover 304,920 SF Amelia LF Rain Cover Amelia, VA Dec-10
30 mil HDPE textured geomembrane 120,000 SF Asheville Airport Closure Asheville, NC Nov-10
Geogrid 585,000 SF Curley Hollow LF Phase 1A St. Paul, VA 10-Nov
10 oz. geotextile 585,000 SF
16 0z. 2,687,892 SF
Geocomposite 684,522 SF
50 mil PVC geomembrane 1,686,207 SF
Antonio Telles
Geomembrane Experience Resume - 2009
Material Quantity Project Location Date
40 mil Textured LLDPE geomembrane 408,000 SF Honeygo Run Reclamation Center Perry Hall, MD Jun-09
Geocomposite 415,000 SF Phase 1 Cap
10 oz. geotextile 408,000 SF
60 mil Textured HDPE geomembrane 30,000 SF Kraton Polymers Belpre, OH Jun-09
60 mil Textured HDPE geomembrane 48,000 SF Mayapple Golf Course Carlisle, PA Feb-09
10 oz. geotextile 48,000 SF
30 mil PVC geomembrane 100,000 SF Charles St. 695 SWMP Lutherville,MD Jul-09
40 mil PP geomembrane 15,00 SF Schuykill Center Fire Pond Philadelphia,PA May-09
60 mil Textured LLDPE 460,000 SF Marjol Battery Throop,PA Oct-09
8 oz. geotextile 460,000 SF
Geocomposite 460,000 SF
60 mil Textured HDPE 305,000 SF Rumpke-Medora Landfill Medora,IN May-09
16 oz. geotextile 305,000 SF
60 mil Textured HDPE 600,000 SF Rumpke-Brown Co. Landfill Georgetown,OH May-09
8 oz. geotextile 600,000 SF
80 mil Smooth HDPE 15,000 SF Husky Energy Lima,OH Mar-09
40 mil Textured HDPE 40,000 SF Warsaw WWTP Warsaw,VA
20 mil Rain Cover 300,000 SF Walker Mt Landfill Rain Cover Rome,GA Apr-09
40 mil Textured HDPE 7,000 SF Ridgeview Valley Water Storage Mt. Lake Park,MD
GCL 10,000 SF Worton WWTP Worton,MD
Norwood WWTP Norwood,NY
60 mil Textured HDPE 120,000 SF Wilmington Landfill Phase 1 Wilmington,OH Sep-09
8 oz. geotextile 120,000 SF
60 mil Smooth HDPE geomembrane 300,000 SF Quarry Landfill Tulsa,OK May-09
40 mil Textured LLDPE geomembrane 17,000 SF Linville Dam Linville,NC Jun-09
45 mil EPOM geomembrane 8,000 SF Wedgewood Business Park Fredrick,MD Jul-09
60 mil Textured HDPE geomembrane 56,000 SF City of New Bern WWTP New Bern,NC
40 mil Smooth HDPE geomembrane 60,000 SF Rubbermaid Site Monaca,PA Aug-09
8 oz. geotextile 60,000 SF
40 mil Textured HDPE geomembrane 600,000 SF Andrews AFB LF-05 Andrews AFB,MD
Geocomposite 600,000 SF
40 mil Smooth HDPE geomembrane 170,000 SF East End Landfill Richmond,VA Aug-09
12 oz. geotextile 170,000 SF
Antonio Telles
Geomembrane Experience Resume - 2008
Material Quantity Project Location Date
Tank Repairs - 100 mil HDPE 100 SF Mountainview LF Tank Greencastle, PA Feb-08
GCL 23,000 SF Academy Steel Drum Charlotte, NC Jan-08
12 mil Durascrim Rain Cover 16,000 SF Lanchester Rain Tarp Navron, PA Feb-08
12 mil Durascrim Rain Cover 5,000 SF Blooming Glen Rain Tarp Navron, PA Feb-08
Repair Work 100 SF Lone Star Repair Cincinatti, OH Jan-08
60 mil Textured HDPE Geomembrane 40,000 SF Honeygo Run LF Perry Hall, MD Apr-08
IPS HDPE 90 degree elbows Midshore LF Pipe Repair Easton, MD Feb-08
IPS HDPE 45 degree elbows
LF 4" HDPE pipe
IPS HDPE flange adapters
12 oz Geotextile 9600 SY UNC Bell Tower Chapel Hill, NC Jun-08
50 mil PVC roll 2700 SF
50 mil PVC fabricated panels 44,232.21 SF
Primary Geomembrane - 60 mil HDPE 660,945 Modern LF York, PA Jun-08
Secondary Geomembrane - 60 mil HDPE 700,190
Primary Geotextile 546,805
Secondary Geotextile 736,490
Geocomposite 691,815
GCL - Primary 602,140
GCL - Flow Line 29,089
60 mil HDPE Textured 281,570 SF Beech Hollow LF Wellston, OH Sep-08
8 oz. Geotextile 11,000 SF
16 oz. Geotextile 281300 SF
60 mil HDPE Textured 945,000 SF Rumpke Sanitary LF (new cell) Cincinatti, OH Sep-08
8 oz. Geotextile 945,000 SF
30 mil HDPE Smooth Geomembrane 8,100 SF Everett Street Vapor Barrier Allston, MA Apr-08
1/2" x 2" Batten Bar 390 LF
60 mil HDPE Smooth Geomembrane 7,800 SF MECO Drive Wilmington, DE Aug-08
10 oz. Non-woven Geotextile 10,350 SF
Stainless Steel Batten Bar 18 LF
36 mil RPP 1,640 LF
Jones Crossroads LF (Southern
Solid Waste Management Center)
Berm Repairs
Georgetown, DE Jul-08
Secondary Liner 60 mil HDPE 358,385 SF Lanchester Area D Cell 2 Navron, PA Aug-08
Geocomposite 374,625 SF
Geonet Swale 1,725 LF
GCL 368,385 SF
Primary Liner 60 mil HDPE 374,625 SF
16 oz. Geotextile 368,385 SF
Rain Flaps 1,040 LF
Rain Cap 169,000 SF
Litter Fence Boots 36
60 mil Conductive Smooth HDPE 40,000 SF Rumpke Sanitary LF (tank liner)Cincinatti, OH May-08
60 mil HDPE Textured 100 SF Rumpke Sanitary LF (repairs)Cincinatti, OH Oct-08
80 mil Textured HDPE Geomembrane 61,000 SF Sinclair Refinery Wellsville, NY Jun-08
60 mil Smooth HDPE Geomembrane 65,000 SF
80 mil Smooth HDPE Geomembrane 8,000 SF
40 mil PVC 10,000 SF Dominion Power Surry, VA Aug-08
10 oz. Non-woven Geotextile 10,000 SF
16 oz. Geotextile 18,000 SF Chester County (fabric supply) Navron, PA Mar-08
Geomembrane Repair 100 SF Oak Avenue LF Joppa, MD Oct-08
GCL 72,000 SF Ameristeel Sayreville, NJ Oct-08
60 mil Smooth HDPE Geomembrane 56,700 SF Bayer Crop Science Woodbine, GA Sep-08
GCL 56,700 SF
30 mil PVC Geomembrane 11,000 SF Lonza Walkersville, MD Oct-08
Pipe Welding Days Cove White Marsh, MD Sep-08
Pipe Welding Eastcomm
throughout
Maryland May-08
Pipe Welding TruBore Westminster, MD Jul-08
40 mil Textured HDPE Geomembrane 63,000 SF Heightman Leather West Winfield, NY Sep-08
Non-woven Geotextile 63,000 SF
40 mil Textured LLDPE Geomembrane 41,400 SF Danac Office Building Frederick, MD Nov-08
60 mil HDPE Textured 48,000 SF Mayapple Golf Course Pond Carlisle, PA Dec-08
10 oz. Non-woven Geotextile 48,000 SF
GCL 117,050 SF Days Cove Cell H White Marsh, MD Nov-08
Single Sided Textured 60 mil HDPE Geomembrane 55,860 SF
Double-Sided Textured 60 mil HDPE Geomembrane 61,190 SF
220 mil 8 oz Geocomposite 55,860 SF
Rain Tarp 40,000 SF
Rain Flap 584 LF
Geotextile - Fabric Sewing Services 5,000 SF ICC Silver Spring, MD Nov-08
40 mil Polypropylene 40,000 SF Bard College Pond
Annandale-on-
Hudson, NY Nov-08
40 mil LLDPE Textured Geomembrane 4,000 SY WV - Dow Chemicals Charleston, WV Nov-08
Antonio Telles
Geomembrane Experience Resume - 2007
Material Quantity Project Location Date
Methane Gas Well Penetration 11 King and Queen LF Little Plymouth, VA Apr-07
Boots
12 mil Rain Cover 350,000 SF Hanes Mill Rd. LF Winston-Salem, NC May-07
40 mil Polypropylene 875 SF Living Water's Ponds Finksburg, MD May-07
40 mil Smooth LLDPE 85,000 SF Tropicana Refrig. Warehouse Jersey City, NJ May-07
60 mil Textured HDPE 955,000 SF Perry County LF Uniontown, AL Jun-07
12 mil Rain Cover 330,000 SF
40 mil Textured LLDPE 215,000 SF GE Plant Pittsfield, MA Jul-07
GCL 100,000 SF
Geocomposite 215,000 SF
60 mil Textured HDPE-Pri 11,500 SF Watervielt Armory Albany, NY Jul-07
60 mil Textured HDPE- Sec 11,500 SF
Geocomposite 5,600 SF
GCL 225,000 SF Shredded Products LF Rocky Mount, VA Jul-07
60 mil Textured HDPE 225,000 SF
Geocomposite 100,000 SF
Geotextile 125,000 SF
12 mil Rain Cover 125,000 SF
60 mil Textured HDPE 1,150,000 SF Rumpke Sanitary LF Cincinatti, OH Aug-07
Geotextile 1,150,000 SF
GCL 1,400,000 SF Deffenbaugh Industries Shawnee, KS Sep-07
60 mil Textured HDPE 1,400,000 SF
Geocomposite 1,150,000 SF
Geotextile 250,000 SF
60 mil Textured HDPE 100,000 SF Medora LF Medora, IN Sep-07
Geotextile 100,000 SF
60 mil Textured HDPE 30,000 SF Honeygo Run Reclamation
Center
Perry Hall, MD Oct-07
30 mil PVC 3,000 SF PPL Power Washingtonville, PA Oct-07
Geotextile 3,000 SF
60 mil Textured HDPE 1,400,000 SF Modern LF York, PA Nov-07
Geotextile 1,400,000 SF
Geocomposite 700,000 SF
GCL 700,000 SF
Antonio Telles
Geomembrane Experience Resume - 2006
Material Quantity Project Location Date
60 mil LLDPE 140,000 SF Chester County Prison West Chester, PA Mar-06
12 oz Geotextile 267,000 SF WWTP Lagoon
40 mil HDPE 290,000 SF Modern LF Cap York, PA Apr-06
250 mil DS Geocomposite 290,000 SF
10 oz Geotextile 290,000 SF
40 mil HDPE, Tx 448,500 SF GE LF, Cap Rome, GA Aug-06
Geocomposite 901,600 SF
Geotextile 51,000 SF
30 mil HDPE, Sm 81,000 SF York County Rec Complex Stewartstown, PA Aug-06
10 oz Geotextile 81,000 SF
60 mil HDPE, Sm 532,170 SF Marshall Station LF, Cell Terell, NC Aug-06
60 mil HDPE, Tx 306,590 SF
GCL 837,825 SF
Composite 266,000 SF
Geonet 560,000 SF
8 oz Geotextile 569,250 SF
60 mil HDPE, Tx 235,750 SF Shenandoah LF, Cell Edinburg, VA Oct-06
16 oz geotextile 153,000 SF
12 oz geotextile 130,500 SF
Composite 94,500 SF
40 mil HDPE, Sm 37,138 SF Tank Lining Salunga, PA Nov-06
Geotextile 72,000 SF Secondary Containment
60 mil HDPE, Tx 506,000 SF Northern LF, Cell SW-3 Westminster, MD Dec-06
60 mil HDPE, Sm 1,437,500 SF
GCL 24,750 SF
Composite 1,290,800 SF
40 mil HDPE, Sm 14,625 SF Mixing Pit Liner Salunga, PA Dec-06
8 oz Geotextile 9,000 SF Kline Facility
Antonio Telles
Geomembrane Experience Resume - 2006
Material Quantity Project Location Date
60 mil HDPE, TX 56,700 SF CMV Sewer Felton, PA Dec-05
16 oz. Geotextile 56,700 SF
Installation Resume – Daniel Gonzalez
Daniel Gonzalez
Geomembrane Experience Resume - 2013
Material Quantity Project Location Date
GCL 429,000 SF Ashville Phase 3 Fletcher, NC May-13
60 mil Textured Liner 429,000 SF
Double Sided Composite 384,000 SF
8 mil Duraskrim 500,000 SF DRPI Landfill Rain Cover Wilmington, DE Jun-13
45 mil rPP 6,920 SF King & Queen Fish Hatchery King & Queen Co, VA Jun-13
GCL 197,250 SF Apex LF Modified 6A 2013 Amsterdam, OH Aug-13
60 mil Textured Liner 197,250 SF
Double Sided Composite 197,250 SF
60 mil HDPE 246,000 SF Beech Hollow Wellsto, OH Aug-13
8 oz cushion Geotextile 246,000 SF
Geotextile 297,000 SF Ashcake Landfill Base Liner & Raincover Ashland, VA Nov-13
60mil HDPE Liner 297,000 SF
12mil Duraskrim 297,000 SF
50 mil PVC Liner 648,000 SF Eastern Sanitary Landfill Phase X Whitemarsh, MD Nov-13
12 mil Duraskrim 648,000 SF
GCL 648,000 SF
Geocomposite 220,000 SF
10 Geotextile 558,000 SF
16 oz Geotextile 500,000 SF
40 mil LLDPE Liner 44,975 SF Denovo Remediation Raleigh, NC Nov-13
8 mil Duraskrim 123,050 SF Port of Wilmington-Salt Pile Wilmington, DE Nov-13
40 mil HDPE Text Geomembrane 136,400 SF Fed Ex-Hagerstown (40 mil)Hagerstown, MD Ongoing
PVC Liner 512,000 SF AEP Mitchell Landfill Moundsville, WV Ongoing
45mil rPP 72,000 SF
CAR GCL 584,000 SF
300-2-6 Composite 414,000 SF
Coal Drain Geocomposite 512,000 SF
Daniel Gonzalez
Geomembrane Experience Resume - 2012
Material Quantity Project Location Date
80 mil HDPE Embedment Liner 37,654 SF Patapsco Baltimore, MD Ongoing
40 mil LLDPE textured geomembrane 900 SF Sonic Hagerstown, MD Apr-12
60 mil HDPE textured geomembrane 296,800 SF Cedar Hill LF Ragland, AL Jul-12
GCL 296,800 SF
16 oz. Geotextile 296,800 SF
40 mil HDPE textured geomembrane 1,005,000 SF Hutsonville Ash Pond Closure Hutsonville, IL May-12
45 mil rPP 59,870 SF Angola Estates Pond 3 Lewes DE Jul-12
Geocomposite 21,600 SF
8oz Nonwoven Geotextile 59,870 SF
60 mil HDPE textured geomembrane 116,000 SF The East End Landfill Richmond VA Jun-12
Geocomposite 116,000 SF
380,000 SF 60 mil HDPE textured
8 oz. geotextile
2,140
8,30
SF
SF
Noble Rd Shiloh, OH Aug-12
60 mil HDPE Geomembrane 90,697 SF Seven Mile Cell Eau Claire, WI Aug-12
60 mil HDPE Txt Geomembrane 27,514 SF
12 oz. Geotextile 118,211 SF
60 mil HDPE Geomembrane 292,351 SF Cranberry Cell Wisconsin Rapids, WI Jul-12
60 mil HDPE Txt Geomembrane 55,298 SF
16 oz. Geotextile Cushion 347,649 SF
GCL 2,350 SF
60 mil HDPE Smooth
16oz NW Geotextile
37,000
74000
SF
SF
Sheboygan Dewatering Sheboygan, WI Jul-12
40 mil HDPE Txt Geomembrane
6-200-6 Geocomposite
8 oz sy Geotextile
847,500
847,500
19,200
SF
SF
SF
Zion LF Cap Zion, IL Jul-12
Daniel Gonzalez
Geomembrane Experience Resume - 2011
Material Quantity Project Location Date
40 mil double side LLDPE 1,386,335 LF Perry County Cap Uniontown, AL Jun-2011
Geocomposite 1,363,000 LF

Installation Resume – Guadalupe Estrada

Guadalupe Estrada
Geomembrane Experience Resume - 2013
Material Quantity Project Location Date
8 oz cushion Geotextile 260,000 SF RSL 9C Cincinatti, OH Jun-13
60 mil HDPE 425,253 SF Medora LF Cell 8 & 9 West & Leachate Basin Medora, IN Oct-13
16 oz Geotextile 335,253 SF
GCL 45,000 SF
50 mil PVC Liner 648,000 SF Eastern Sanitary Landfill Phase X Whitemarsh, MD Nov-13
12 mil Duraskrim 648,000 SF
GCL 648,000 SF
Geocomposite 220,000 SF
10 Geotextile 558,000 SF
16 oz Geotextile 500,000 SF
Geotextile 297,000 SF Ashcake Landfill Base Liner & Raincover Ashland, VA Nov-13
60mil HDPE Liner 297,000 SF
12mil Duraskrim 297,000 SF
60 mil Textured Geomembrane 850,478 SF Cooper Power Plant 2013 Expansion Somerset, KY Nov-13
60 mil High Perf Text Geomembrane 159,149 SF
Double Sided Geocomposite 369,600 SF
GCL 619,040 SF
10 oz Geotextile 100,000 SF
PVC Liner 512,000 SF AEP Mitchell Landfill Moundsville, WV Ongoing
45mil rPP 72,000 SF
CAR GCL 584,000 SF
300-2-6 Composite 414,000 SF
Coal Drain Geocomposite 512,000 SF
Geocomposite Gas Layer 157,950 SF Bayer Woodbine Cropscience Landfill Closure Woodbine, GA Ongoing
Geocomposite Drainage Layer 157,951 SF
GCL 157,952 SF
60 mil HDPE Liner 178,000 SF
Guadalupe Estrada
Geomembrane Experience Resume - 2012
Material Quantity Project Location Date
40 mil LLDPE textured geomembrane 1,829,520 SF Oak Ridge Landfill Cap Ballwin, MO Jun-12
Geocomposite 1,829,520 SF
Geocomposite 190,000 SF EW Brown Ash Pond Cap Harrodsburg, KY Apr-12
40 mil LLDPE tex and geocomposite 860,000 SF Medora LF Cells 1 & 2 Medora, IN Jun-12
60 mil HDPE Smooth
16oz NW Geotextile
37,000
74000
SF
SF
Sheboygan Dewatering Sheboygan, WI Jul-12
40 mil LLDPE Liner 902,304 SF Kalamazoo Site A Kalamazoo, MI Aug-12
270-2-6 Geocomposite (GDC)795,400 SF
12oz Geotextile 185,080 SF
60 mil HDPE tex and 8 oz geotextile 300,000 SF Beech Hollow Wellston, OH Jul-12
60 mil HDPE textured geomembrane- Pri 295,000 SF Cumberland County Landfill Shippensburg, PA Mar-12
60 mil HDPE textured geomembrane- Sec 295,000 SF
GCL 295,000 SF
Geocomposite 295,000 SF
16 oz. Geotextile 295,000 SF
60 mil HDPE 875,000 SF Hickory Meadows Hilbert, WI Oct-12
12 oz nonwoven geotextile 875,000 SF
20 mil Duraskrim Raincover 330,000 SF

Installation Resume – Jose Chavez

Jose Chavez
Geomembrane Experience Resume - 2013
Material Quantity Project Location Date
GCL 429,000 SF Ashville Phase 3 Fletcher, NC May-13
60 mil Textured Liner 429,000 SF
Double Sided Composite 384,000 SF
GCL 197,250 SF Apex LF Modified 6A 2013 Amsterdam, OH Aug-13
60 mil Textured Liner 197,250 SF
Double Sided Composite 197,250 SF
8 mil raincover 488,000 SF Grows LF North Raincover Morrisville, PA Aug-13
60 mil HDPE 425,253 SF Medora LF Cell 8 & 9 West &Medora, IN Oct-13
16 oz Geotextile 335,253 SF
GCL 45,000 SF
50 mil PVC Liner 648,000 SF Eastern Sanitary Landfill PhasWhitemarsh, MD Nov-13
12 mil Duraskrim 648,000 SF
GCL 648,000 SF
Geocomposite 220,000 SF
10 Geotextile 558,000 SF
16 oz Geotextile 500,000 SF
60 mil HDPE Conductive Geomembrane 8,000 SF RSL Tank Liner Cincinatti, OH Nov-13
Jose Chavez
Geomembrane Experience Resume - 2012
Material Quantity Project Location Date
40 mil LLDPE textured geomembrane 1,829,520 SF Oak Ridge Landfill Cap Ballwin, MO Jun-12
Geocomposite 1,829,520 SF
40 mil HDPE Txt Geomembrane
6-200-6 Geocomposite
8 oz sy Geotextile
847,500
847,500
19,200
SF
SF
SF
Zion LF Cap Zion, IL Jul-12
60 mil HDPE textured
8 oz. geotextile
380,000 SF Noble Rd Shiloh, OH Aug-12
Installation Resume – Jose Mata
Jose Mata
Geomembrane Experience Resume - 2013
Material Quantity Project Location Date
8 mil raincover 522,000 SF Amelia Landfill Raincover Jetersville, VA Jun-13
50 mil PVC Liner 648,000 SF Eastern Sanitary Landfill Phase X Whitemarsh, MD Nov-13
12 mil Duraskrim 648,000 SF
GCL 648,000 SF
Geocomposite 220,000 SF
10 Geotextile 558,000 SF
16 oz Geotextile 500,000 SF
8 mil Duraskrim 123,050 SF Port of Wilmington-Salt Pile Wilmington, DE Nov-13
60 mil Textured Geomembrane 850,478 SF Cooper Power Plant 2013 Expansion Somerset, KY Nov-13
60 mil High Perf Text Geomembrane 159,149 SF
Double Sided Geocomposite 369,600 SF
GCL 619,040 SF
10 oz Geotextile 100,000 SF
Geotextile 297,000 SF Ashcake Landfill Base Liner & Raincover Ashland, VA Nov-13
60mil HDPE Liner 297,000 SF
12mil Duraskrim 297,000 SF
GCL 194,089 SF Crystal River 2013 Closure Crystal River, FL Dec-13
30 mil Textured HDPE 7,610 SF
Geocomposite Gas Layer 157,950 SF Bayer Woodbine Cropscience Landfill Closure Woodbine, GA Dec-13
Geocomposite Drainage Layer 157,951 SF
GCL 157,952 SF
60 mil HDPE Liner 178,000 SF
PVC Liner 512,000 SF AEP Mitchell Landfill Moundsville, WV Ongoing
45mil rPP 72,000 SF
CAR GCL 584,000 SF
300-2-6 Composite 414,000 SF
Coal Drain Geocomposite 512,000 SF
Jose Mata
Geomembrane Experience Resume - 2012
Material Quantity Project Location Date
60 mil HDPE textured geomembrane 604,000 SF HR Recovery Cell 4 Virginia Beach, VA Mar-12
Geocomposite 604,000 SF
60 mil HDPE textued geomembrane 425,121 SF First Piedmont Ringold, VA Apr-12
Geocomposite 186,418 SF
12 oz. Geotextile 247,128 SF
6 oz. Geotextile 262,813 SF
40 mil LLDPE textured geomembrane 1,829,520 SF Oak Ridge Landfill Cap Ballwin, MO Jun-12
Geocomposite 1,829,520 SF
60 mil HDPE texured geomembrane 1,800,000 SF Rumpke Landfill Cap Cincinnati, OH Apr-12
40 mil LLDPE texured geomembrane 892,000 SF Holmes County Final Cap Holmes Co, OH Apr-12
Geocomposite 892,000 SF
Geocomposite 190,000 SF EW Brown Ash Pond Cap Harrodsburg, KY Apr-12
60 mil HDPE textured geomembrane- Pri 295,000 SF Cumberland County Landfill Cell 2B Shippensburg, PA Mar-12
60 mil HDPE textured geomembrane- Sec 295,000 SF
GCL 295,000 SF
Geocomposite 295,000 SF
16 oz. Geotextile 295,000 SF
40 mil LLDPE tex and geocomposite 860,000 SF Medora LF Cells 1 & 2 Medora, IN Jun-12
60 mil HDPE Smooth
16oz NW Geotextile
37,000
74000
SF
SF
Sheboygan Dewatering Sheboygan, WI Jul-12
40 mil LLDPE Liner 902,304 SF Kalamazoo Site A Kalamazoo, MI Aug-12
270-2-6 Geocomposite (GDC)795,400 SF
12oz Geotextile 185,080 SF
60 mil HDPE tex and 8 oz geotextile 300,000 SF Beech Hollow Wellston, OH Jul-12
60 mil HDPE Textured 560,000 SF Brown County Georgetown, OH Sep-12
8 oz nonwoven geotextile 560,000 SF
60 mil HDPE 875,000 SF Hickory Meadows Hilbert, WI Oct-12
12 oz nonwoven geotextile 875,000 SF
20 mil Duraskrim Raincover 330,000 SF
Jose Mata
Geomembrane Experience Resume - 2011
Material Quantity Project Location Date
60 mil HDPE textured geomembrane 154,000 SF Curley Hollow LF Phase 1A St. Paul, VA Jun-11
10 oz. geotextile 430,000 SF
16 oz. 1,219,680 SF
12 mil Rain Cover 1,611,720 SF
50 mil PVC geomembrane 609,840 SF
40 mil HDPE smooth geomembrane 84,000 SF Possum Hollow- CCB Storage Richmond, VA Mar-11
Jose Mata
Geomembrane Experience Resume - 2010
Material Quantity Project Location Date
40 mil HDPE textured geomembrane 48,000 SF Warsaw WWTP Warsaw, VA Jun-10
3MM Concrete Embedment Liner 2,500 SF Willow Lane Pumping Station LaPlata, MD Jul-10
5 MM Concrete Embedment Liner 500 SF
60 mil EPDM 5,000 SF Norwood WWTP Norwood, NY May-10
60 mil HDPE textured geomembrane 73,000 SF Bandy Campground Oneida, TN Apr-10
16 oz. geotextile 11,000 SF
60 mil LLDPE textured geomembrane 95,000 SF New Campus East Pond Springfield, VA Jul-10
Geogrid 300,000 SF Hilltop Sand & Gravel Closure Alexandria, VA May-10
40 mil LLDPE textured geomembrane 585,000 SF
8 oz. geotextile 585,000 SF
Geocomposite 585,000 SF
60 mil HDPE textured geomembrane 15,000 SF Belews Creek Repair Belews Creek, NC Apr-10
GCL 15,000 SF
Geocomposite 15,000 SF
20 mil Smooth HDPE Geomembrane 37,000 SF White Street Landfill Greensboro, NC 10-May
36 mil Polypropylene Reinforced Pond Liner 29,025 SF Buller Fish Hatchery Marion, VA May-10
2 MM Sure Grip- Concrete Emebedment 88,000 SF Patapsco WWTP Baltimore, MD Current
Liner
40 mil geomembrane 211,821 SF The East End Landfill Richmond, VA 10-May
12 oz. geotextile 400,821 SF
60 mil HDPE liner 162,273 SF
16 ounce geotextile 162,273 SF
60 mil HDPE textured geomembrane 206,000 SF Montgomery County Landfill Jeffersonville, KY Jul-10
GCL 206,000 SF Unit 3 Cell 2
6 oz. Geotextile 200,000 SF
Geocomposite 6,000 SF
60 mil hdpe textured geomembrane 309,000 SF Beech Hollow LF Phase 3C Wellston, OH Aug-10
8 oz. geotextile 309,000 SF
60 mil LLDPE textured geomembrane 10,000 SF Cumberland County Vault Carlisle, PA Jun-10
Excavation
60 mil HDPE liner 625,882 SF Rumpke Odor Control Blanket Cincinnati, OH Jun-10
8 oz. non woven geotextile 37,500 SF
40 mil LLDPE 568,977 SF Progress Energy Phase 4 Semora, NC Jul-10
30 mil HDPE 119,600 SF Wegmans Frederick, MD Jul-10
GCL 550,000 SF Robeson Co. MSW LF Phase 4 St. Pauls, NC Jun-10
60 mil HDPE geomembrane 550,000 SF Expansion
Geocomposite 550,000 SF
20 mil Vaporblock 7,000 SF Levedo Building Dorchester, MA May-10
100 mil smooth geomembrane 9,000 SF Mountainview Tank Greencastle, PA Jun-10
Geonet 9,000 SF
40 mil PVC 40,000 SF Ray Smith Ponds Bridgehampton, NY Jun-10
GCL 193,000 SF Southeast LF Oklahoma City, OK Jun-10
60 mil HDPE geomembrane 193,000 SF
8 oz. geotextile 193,000 SF
40 mil HDPE textured geomembrane 140,000 SF Enterprise Mocane Gas Well Forgan. OK Jul-10
60 mil HDPE textured geomembrane 140,000 SF
Geonet 140,000 SF
GCL 750,000 SF East Oak LF Oklahoma City, OK Jul-10
60 mil hdpe textured geomembrane 750,000 SF
8 oz. geotextile 750,000 SF
40 mil HDPE textured geomembrane 48,900 SF Chastain Meadows Marietta, GA Jul-10
Woven geotextile 60,000 SF
GCL 310,000 SF Alderson Regional LF Alderson, OK Jul-10
60 mil hdpe textured geomembrane 310,000 SF
8 oz. geotextile 310,000 SF
30 mil HDPE smooth geomembrane 57,280 SF Flight 93 National Memorial Stoystown, PA Aug-10
60 mil HDPE textured geomembrane 274,000 SF Beulah LF Cell 5 Dorchester, MD Nov-10
Geocomposite 274,000 SF
60 mil HDPE textured geomembarne 654,000 SF Rumpke Sanitary LF Phase IX Cincinnati, OH Sep-10
8 oz. geotextile 654,000 SF
GCL 320,000 SF Mirant Westland Ash B1-A Dickerson, MD Sep-10
60 mil HDPE textured geomembrane 320,000 SF
16 oz. geotextile 320,000 SF
LFG Pipe Penetration Boots 26 EA Hoods Mill LF Woodbine, MD Jun-10
40 mil LLDPE textured geomembrane 802,000 SF Hobbs Rd. LF Closure Denton, MD Dec-10
Geocomposite 802,000 SF
60 mil HDPE textured geomembrane 10,000 SF Bushton Oneok Bushton, KS Jul-10
GCL 755,000 SF Asheville Airport Phase 1 Fletcher, NC Sep-10
60 mil HDPE textured geomembrane 755,000 SF
Geocomposite 755,000 SF
GCL 590,000 SF Domtar Paper Plymouth, NC Nov-10
40 mil LLDPE textured geomembrane 590,000 SF
Geocomposite 550,000 SF
32 oz. geotextile 40,000 SF
40 mil LLDPE textured geomembrane 6,000 SF Moosup- Remediation Site Moosup, CT Sep-10
8 oz. geotextile 6,000 SF
16 oz. geotextile 6,000 SF
60 mil HDPE textured geomembrane 30,000 SF City of Albemarle LF Rain Flaps Albemarle, NC Aug-10
60 mil HDPE textured geomembrane 10,000 SF Bethel LF- Frac Tanks Bethel, VA Sep-10
30 mil PVC geomembrane 6,000 SF Spencers LF Gas Trench Abingdon, VA Nov-10
10 oz. geotextile 6,000 SF
23,000 SF Virginia Beach LF Gas Trench Virginia Beach, VA Nov-10
40 mil LLDPE textured geomembrane 494,000 SF Progress Energy Phase 5 Semora, NC Nov-10
GCL 256,000 SF Mirant Westland Ash Cell B1-B Dickerson, MD Nov-10
60 mil HDPE textured geomembrane 256,000 SF
16 oz. Geotextile 256,000 SF
40 mil PP geomembrane 12,000 SF Pittsburgh- Private Residence Pittsburgh, PA Dec-10
8 mil Duraskrim Rain Cover 304,920 SF Amelia LF Rain Cover Amelia, VA Dec-10
30 mil HDPE textured geomembrane 120,000 SF Asheville Airport Closure Asheville, NC Nov-10
Geogrid 585,000 SF Curley Hollow LF Phase 1A St. Paul, VA 10-Nov
10 oz. geotextile 585,000 SF
16 0z. 2,687,892 SF
Geocomposite 684,522 SF
50 mil PVC geomembrane 1,686,207 SF
Jose Mata
Geomembrane Experience Resume - 2009
Material Quantity Project Location Date
40 mil Textured LLDPE geomembrane 408,000 SF Honeygo Run Reclamation Center Perry Hall, MD Jun-09
Geocomposite 415,000 SF Phase 1 Cap
10 oz. geotextile 408,000 SF
60 mil Textured HDPE geomembrane 30,000 SF Kraton Polymers Belpre, OH Jun-09
60 mil Textured HDPE geomembrane 48,000 SF Mayapple Golf Course Carlisle, PA Feb-09
10 oz. geotextile 48,000 SF
30 mil PVC geomembrane 100,000 SF Charles St. 695 SWMP Lutherville,MD Jul-09
40 mil PP geomembrane 15,00 SF Schuykill Center Fire Pond Philadelphia,PA May-09
60 mil Textured LLDPE 460,000 SF Marjol Battery Throop,PA Oct-09
8 oz. geotextile 460,000 SF
Geocomposite 460,000 SF
60 mil Textured HDPE 305,000 SF Rumpke-Medora Landfill Medora,IN May-09
16 oz. geotextile 305,000 SF
60 mil Textured HDPE 600,000 SF Rumpke-Brown Co. Landfill Georgetown,OH May-09
8 oz. geotextile 600,000 SF
80 mil Smooth HDPE 15,000 SF Husky Energy Lima,OH Mar-09
40 mil Textured HDPE 40,000 SF Warsaw WWTP Warsaw,VA
20 mil Rain Cover 300,000 SF Walker Mt Landfill Rain Cover Rome,GA Apr-09
40 mil Textured HDPE 7,000 SF Ridgeview Valley Water Storage Mt. Lake Park,MD
GCL 10,000 SF Worton WWTP Worton,MD
Norwood WWTP Norwood,NY
60 mil Textured HDPE 120,000 SF Wilmington Landfill Phase 1 Wilmington,OH Sep-09
8 oz. geotextile 120,000 SF
60 mil Smooth HDPE geomembrane 300,000 SF Quarry Landfill Tulsa,OK May-09
40 mil Textured LLDPE geomembrane 17,000 SF Linville Dam Linville,NC Jun-09
45 mil EPOM geomembrane 8,000 SF Wedgewood Business Park Fredrick,MD Jul-09
60 mil Textured HDPE geomembrane 56,000 SF City of New Bern WWTP New Bern,NC
40 mil Smooth HDPE geomembrane 60,000 SF Rubbermaid Site Monaca,PA Aug-09
8 oz. geotextile 60,000 SF
40 mil Textured HDPE geomembrane 600,000 SF Andrews AFB LF-05 Andrews AFB,MD
Geocomposite 600,000 SF
40 mil Smooth HDPE geomembrane 170,000 SF East End Landfill Richmond,VA Aug-09
12 oz. geotextile 170,000 SF
Jose Mata
Geomembrane Experience Resume - 2008
Material Quantity Project Location Date
Tank Repairs - 100 mil HDPE 100 SF Mountainview LF Tank Greencastle, PA Feb-08
GCL 23,000 SF Academy Steel Drum Charlotte, NC Jan-08
12 mil Durascrim Rain Cover 16,000 SF Lanchester Rain Tarp Navron, PA Feb-08
12 mil Durascrim Rain Cover 5,000 SF Blooming Glen Rain Tarp Navron, PA Feb-08
Repair Work 100 SF Lone Star Repair Cincinatti, OH Jan-08
60 mil Textured HDPE Geomembrane 40,000 SF Honeygo Run LF Perry Hall, MD Apr-08
IPS HDPE 90 degree elbows Midshore LF Pipe Repair Easton, MD Feb-08
IPS HDPE 45 degree elbows
LF 4" HDPE pipe
IPS HDPE flange adapters
12 oz Geotextile 9600 SY UNC Bell Tower Chapel Hill, NC Jun-08
50 mil PVC roll 2700 SF
50 mil PVC fabricated panels 44,232.21 SF
Primary Geomembrane - 60 mil HDPE 660,945 Modern LF York, PA Jun-08
Secondary Geomembrane - 60 mil HDPE 700,190
Primary Geotextile 546,805
Secondary Geotextile 736,490
Geocomposite 691,815
GCL - Primary 602,140
GCL - Flow Line 29,089
60 mil HDPE Textured 281,570 SF Beech Hollow LF Wellston, OH Sep-08
8 oz. Geotextile 11,000 SF
16 oz. Geotextile 281300 SF
60 mil HDPE Textured 945,000 SF Rumpke Sanitary LF (new cell) Cincinatti, OH Sep-08
8 oz. Geotextile 945,000 SF
30 mil HDPE Smooth Geomembrane 8,100 SF Everett Street Vapor Barrier Allston, MA Apr-08
1/2" x 2" Batten Bar 390 LF
60 mil HDPE Smooth Geomembrane 7,800 SF MECO Drive Wilmington, DE Aug-08
10 oz. Non-woven Geotextile 10,350 SF
Stainless Steel Batten Bar 18 LF
36 mil RPP 1,640 LF
Jones Crossroads LF (Southern
Solid Waste Management Center)
Berm Repairs
Georgetown, DE Jul-08
Secondary Liner 60 mil HDPE 358,385 SF Lanchester Area D Cell 2 Navron, PA Aug-08
Geocomposite 374,625 SF
Geonet Swale 1,725 LF
GCL 368,385 SF
Primary Liner 60 mil HDPE 374,625 SF
16 oz. Geotextile 368,385 SF
Rain Flaps 1,040 LF
Rain Cap 169,000 SF
Litter Fence Boots 36
60 mil Conductive Smooth HDPE 40,000 SF Rumpke Sanitary LF (tank liner)Cincinatti, OH May-08
60 mil HDPE Textured 100 SF Rumpke Sanitary LF (repairs)Cincinatti, OH Oct-08
80 mil Textured HDPE Geomembrane 61,000 SF Sinclair Refinery Wellsville, NY Jun-08
60 mil Smooth HDPE Geomembrane 65,000 SF
80 mil Smooth HDPE Geomembrane 8,000 SF
40 mil PVC 10,000 SF Dominion Power Surry, VA Aug-08
10 oz. Non-woven Geotextile 10,000 SF
16 oz. Geotextile 18,000 SF Chester County (fabric supply) Navron, PA Mar-08
Geomembrane Repair 100 SF Oak Avenue LF Joppa, MD Oct-08
GCL 72,000 SF Ameristeel Sayreville, NJ Oct-08
60 mil Smooth HDPE Geomembrane 56,700 SF Bayer Crop Science Woodbine, GA Sep-08
GCL 56,700 SF
30 mil PVC Geomembrane 11,000 SF Lonza Walkersville, MD Oct-08
Pipe Welding Days Cove White Marsh, MD Nov-08
Pipe Welding Eastcomm
throughout
Maryland May-08
Pipe Welding TruBore Westminster, MD Jul-08
40 mil Textured HDPE Geomembrane 63,000 SF Heightman Leather West Winfield, NY Sep-08
Non-woven Geotextile 63,000 SF
40 mil Textured LLDPE Geomembrane 41,400 SF Danac Office Building Frederick, MD Nov-08
60 mil HDPE Textured 48,000 SF Mayapple Golf Course Pond Carlisle, PA Dec-08
10 oz. Non-woven Geotextile 48,000 SF
GCL 117,050 SF Days Cove Cell H White Marsh, MD Nov-08
Single Sided Textured 60 mil HDPE Geomembrane 55,860 SF
Double-Sided Textured 60 mil HDPE Geomembrane 61,190 SF
220 mil 8 oz Geocomposite 55,860 SF
Rain Tarp 40,000 SF
Rain Flap 584 LF
Geotextile - Fabric Sewing Services 5,000 SF ICC Silver Spring, MD Nov-08
40 mil Polypropylene 40,000 SF Bard College Pond
Annandale-on-
Hudson, NY Nov-08
40 mil LLDPE Textured Geomembrane 4,000 SY WV - Dow Chemicals Charleston, WV Nov-08
Installation Resume – Juan Balderas
Juan Balderas
Geomembrane Experience Resume - 2013
Material Quantity Project Location Date
8 mil Duraskrim 500,000 SF DRPI Landfill Rain Cover Wilmington, DE Jun-13
45 mil rPP 6,920 SF King & Queen Fish Hatchery King & Queen Co, VA Jun-13
8 oz cushion Geotextile 260,000 SF RSL 9C Cincinatti, OH Jun-13
GCL 197,250 SF Apex LF Modified 6A 2013 Amsterdam, OH Aug-13
60 mil Textured Liner 197,250 SF
Double Sided Composite 197,250 SF
60 mil HDPE 425,253 SF Medora LF Cell 8 & 9 West & Leachate Basin Medora, IN Oct-13
16 oz Geotextile 335,253 SF
GCL 45,000 SF
80 mil HDPE conductive Geomembrane 300,000 SF Montibello Plant 2 Finished Reservoir Cover Baltimore, MD Oct-13
Geocomposite 300,000 F
Geotextile 297,000 SF Ashcake Landfill Base Liner & Raincover Ashland, VA Nov-13
60mil HDPE Liner 297,000 SF
12mil Duraskrim 297,000 SF
50 mil PVC Liner 648,000 SF Eastern Sanitary Landfill Phase X Whitemarsh, MD Nov-13
12 mil Duraskrim 648,000 SF
GCL 648,000 SF
Geocomposite 220,000 SF
10 Geotextile 558,000 SF
16 oz Geotextile 500,000 SF
12 Mil Raincover 872,900 SF Bethel Landfill Net Down + Rain Cover Hampton, VA Mar-14
Netdown System 872,900 SF
80 mil HDPE foam encapulated cover 2,500 SF Miller Coors Modular Floating Cover Elkton, VA Dec-13
40 mil HDPE Text Geomembrane 136400 SF Fed Ex-Hagerstown (40 mil)Hagerstown, MD Ongoing
Juan Balderas
Geomembrane Experience Resume - 2012
Material Quantity Project Location Date
80 mil HDPE Embedment Liner 940 SF Dundalk Marine TerDundalk, MD Feb-12
60 mil HDPE textured geomembrane- Pri 295,000 SF Cumberland County Shippensburg, PA Mar-12
60 mil HDPE textured geomembrane- Sec 295,000 SF
GCL 295,000 SF
Geocomposite 295,000 SF
16 oz. Geotextile 295,000 SF
60 mil HDPE textured geomembrane 106,147 SF Blue Ridge Landfill Irvine, KY May-12
Geocomposite 71,243 SF
12 oz. Geotextile 34,904 SF
40 mil LLDPE textured geomembrane 135,000 SF Cumberland County Shippensburg, PA Apr-12
10 oz. Geotextile 135,000 SF
40 mil LLDPE textured geomembrane 162,967 SF Western Berks LF CBirdsboro, PA May-12
16 oz. Geotextile 162,967 SF
Geocomposite 162,967 SF
40 mil HDPE textured geomembrane 82,126 SF Mostoller LF Cap Somerset, PA Apr-12
Geocomposite 82,126 SF
8 mil Rain Cover 340,000 SF Grows Landfill Morrisville, PA May-12
Geocomposite 180,000 SF Lorton Landfill Lorton, VA Mar-12
60 mil HDPE textured 180,000 SF
Geocomposite 180,000 SF
30 mil PVC 260,000 SF Delaware Co LF CapBoyertown, PA Jun-12
Geocomposite 260,000 SF
Geotextile 260,000 SF
60 mil HDPE textued geomembrane 425,121 SF First Piedmont Ringold, VA Apr-12
Geocomposite 186,418 SF
12 oz. Geotextile 247,128 SF
6 oz. Geotextile 262,813 SF
40 mil LLDPE 1,200,000 SF Haleys Pike Lexington, KY Aug-12
Geocomposite 2,400,000 SF
60 mil HDPE textured, 16 oz & 10 oz 380,000 SF Mann Landfill Westpoint, VA Aug-12
60 mil HDPE textured
8 oz. geotextile
380,000 SF Noble Rd Shiloh, OH Aug-12
60 mil HDPE 313,400 SF Blackfoot Winslow, IN Aug-12
16 oz non woven geotextile 313,400 SF
60 mil HDPE Txt Geomembrane 15,000 SF Kamp Kresge White Haven, PA Aug-12
60 mil LLDPE Textured 2,516,000 SF Ghent Phase 1 A Lexington, KY Oct-12
10 oz nonwoven geotextile 2,516,000 SF
Juan Balderas
Geomembrane Experience Resume - 2011
Material Quantity Project Location Date
60 mil HDPE textured geomembrane 1,066,000 SF Clover Power StationClover, VA Jun-11
6 oz. Non Woven Geotextile 2,132,000 SF
30 mil HDPE textured geomembrane 217,800 SF Asheville Airport- PhAsheville, NC Feb-11
40 mil HDPE smooth geomembrane 84,000 SF Possum Hollow- CCRichmond, VA Mar-11
60 mil HDPE textured geomembrane 154,000 SF Curley Hollow LF PSt. Paul, VA Jun-11
10 oz. geotextile 430,000 SF
16 oz. 1,219,680 SF
12 mil Rain Cover 1,611,720 SF
50 mil PVC geomembrane 609,840 SF
60 mil HDPE textured/smooth geomembrane 350,000 SF Domtar 2011 Plymouth, NC Apr-11
GCL 350,000 SF
32 oz. Non Woven geotextile 350,000 SF
16 oz. Geotextile 100,000 SY Seneca Power Seneca, PA May-11
60 mil EPDM geomembrane 50,000 SY
Geosynthetic Clay 11,700 SF Star Ridge Moody, AL May-11
60 mil textured HDPE 691,000 SF
Double-sided geocomposite 345,500 SF
16 oz. Geotextile 345,000 SF
40 mil double side LLDPE 1,386,335 LF Perry County Cap Uniontown, AL Jun-11
Geocomposite 1,363,000 LF
30 mil PVC geomembrane 1,200 SF Army War College Carlisle, PA Mar-11
12 mil BV Duraskrim Rain Cover 90,000 SF King and Queen LF Little Plymouth, VA Apr-11
60 mil HDPE textured geomembrane 14,200 SF Coors Brewery Eden, NC May-11
Fabrication and Installation of 80 mil HDPE 100 SF Westmoreland BiofilColonial Beach, VA Apr-11
Juan Balderas
Geomembrane Experience Resume - 2010
Material Quantity Project Location Date
60 mil HDPE textured geomembrane 154,000 SF Curley Hollow LF Phase 1A St. Paul, VA Nov-10
10 oz. geotextile 430,000 SF
16 oz. 1,219,680 SF
12 mil Rain Cover 1,611,720 SF
50 mil PVC geomembrane 609,840 SF
GCL 755,000 SF Asheville Airport Phase 1 Fletcher, NC Sep-10
60 mil HDPE textured geomembrane 755,000 SF
Geocomposite 755,000 SF
GCL 590,000 SF Domtar Paper Plymouth, NC Nov-10
40 mil LLDPE textured geomembrane 590,000 SF
Geocomposite 550,000 SF
32 oz. geotextile 40,000 SF
8 mil Duraskrim Rain Cover 304,920 SF Amelia LF Rain Cover Amelia, VA Dec-10

Installation Resume – Marcelo Chavez

Marcelo Chavez
Geomembrane Experience Resume - 2013
Material Quantity Project Location Date
GCL 429,000 SF Ashville Phase 3 Fletcher, NC May-13
60 mil Textured Liner 429,000 SF
Double Sided Composite 384,000 SF
GCL 197,250 SF Apex LF Modified 6A 2013 Amsterdam, OH Aug-13
60 mil Textured Liner 197,250 SF
Double Sided Composite 197,250 SF
8 mil raincover 488,000 SF Grows LF North Raincover Morrisville, PA Aug-13
60 mil HDPE 425,253 SF Medora LF Cell 8 & 9 West &Medora, IN Oct-13
16 oz Geotextile 335,253 SF
GCL 45,000 SF
50 mil PVC Liner 648,000 SF Eastern Sanitary Landfill PhasWhitemarsh, MD Nov-13
12 mil Duraskrim 648,000 SF
GCL 648,000 SF
Geocomposite 220,000 SF
10 Geotextile 558,000 SF
16 oz Geotextile 500,000 SF
60 mil Textured Geomembrane 850,478 SF Cooper Power Plant 2013 ExpSomerset, KY Nov-13
60 mil High Perf Text Geomembrane 159,149 SF
Double Sided Geocomposite 369,600 SF
GCL 619,040 SF
10 oz Geotextile 100,000 SF
8 mil Duraskrim 123,050 SF Port of Wilmington-Salt Pile Wilmington, DE Nov-13
Geocomposite Gas Layer 157,950 SF Bayer Woodbine Cropscience Woodbine, GA Ongoing
Geocomposite Drainage Layer 157,951 SF
GCL 157,952 SF
60 mil HDPE Liner 178,000 SF
GCL 194,089 SF Crystal River 2013 Closure Crystal River, FL Ongoing
30 mil Textured HDPE 7,610 SF
Marcelo Chavez
Geomembrane Experience Resume - 2012
Material Quantity Project Location Date
40 mil LLDPE textured geomembrane 1,829,520 SF Oak Ridge Landfill Cap Ballwin, MO Jun-12
Geocomposite 1,829,520 SF
40 mil HDPE Txt Geomembrane
6-200-6 Geocomposite
8 oz sy Geotextile
847,500
847,500
19,200
SF
SF
SF
Zion LF Cap Zion, IL Jul-12

Installation Resume – Barbarito Flores

FLORES, BARBARITO
Material Quantity Project Location
Date
Completed
8 mil Raincover 40,000 SF Waste Management LCS Landfill Hedgesville WV 04/18/2014
Wind Defender 40,000 SF Waste Management LCS Landfill Hedgesville WV 04/18/2014
40 mil HDPE Textured 293,940 SF Ashville Pond & Rim Ditch @ Powe Arden NC 05/01/2014
8oz Geotextile 84,000 SF Walmart #4148-00 Charlotte NC 05/29/2014
Rufco 3000B 42,000 SF Walmart #4148-00 Charlotte NC 05/29/2014
HDPE Geomembrane 830,000 SF South Gypsum Apollo Beach FL 07/03/2014
GCL 830,000 SF South Gypsum Apollo Beach FL 07/03/2014
12 mil Rain Cover 646,200 SF Eastern Sanitary Landfill Phase X White Marsh MD 08/30/2014
50 mil PVC 657,000 SF Eastern Sanitary Landfill Phase X White Marsh MD 08/30/2014
Geocomposite, Geotextile 1,212,507 SF Eastern Sanitary Landfill Phase X White Marsh MD 08/30/2014
60 mil HDPE 43,560 SF Iris Glen Cell 6B Repairs Johnson City TN 09/04/2014
GCL 1,007,640 SF Santee Cooper Cross Station Pineville SC 09/19/2014
60 mil HDPE Geomembrane 185,940 SF Santee Cooper Cross Station Pineville SC 09/19/2014
200 mil Geocomposite Drain 199,116 SF Santee Cooper Cross Station Pineville SC 09/19/2014
60 mil HDPE Geomembrane 1,009,611 SF Santee Cooper Cross Station Pineville SC 09/19/2014
GCL Vertical Anchor Trench 145,962 SF Santee Cooper Cross Station Pineville SC 09/19/2014
60 mil HDPE Textured 785,000 SF East Kentucky Power Spurlock Maysville KY 11/26/14
2014
Barbarito Flores
Geomembrane Experience Resume - 2013
Material Quantity Project Location Date
GCL 429,000 SF Ashville Phase 3 Fletcher, NC May-13
60 mil Textured Liner 429,000 SF
Double Sided Composite 384,000 SF
8 mil Duraskrim 500,000 SF DRPI Landfill Rain Cover Wilmington, DE Jun-13
30 mil PVC liner 3320 SF Kingsford Burnside PVC Repair Burnside, KY Jul-13
60 mil HDPE 246,000 SF Beech Hollow Wellsto, OH Aug-13
8 oz cushion Geotextile 246,000 SF
60 mil HDPE 400,000 SF Pendelton Butler, KY Nov-13
10 oz cushion Geotextile 200,000 SF
Geocomposite 200,000 SF
Geotextile 297,000 SF Ashcake Landfill Base Liner & Raincover Ashland, VA Nov-13
60mil HDPE Liner 297,000 SF
12mil Duraskrim 297,000 SF
60 mil HDPE 400,000 SF Pendelton Butler, KY Nov-13
10 oz cushion Geotextile 200,000 SF
Geocomposite 200,000 SF
GCL 440,000 SF Blackwood Wise County Ph IVB Base Liner Wise Co, VA Nov-13
60 mil HDPE Textured Geomembrane 440,000 SF
10 oz geotextile 440,000 SF
60 mil Textured Geomembrane 850,478 SF Cooper Power Plant 2013 Expansion Somerset, KY Nov-13
60 mil High Perf Text Geomembrane 159,149 SF
Double Sided Geocomposite 369,600 SF
GCL 619,040 SF
10 oz Geotextile 100,000 SF
20 mil Duraskrim 18,350 SF East Alcoa Rain Cover & Installation Frederick, MD Nov-13
HDPE Geomembrane 617,000 SF Plum Point Cell & Leachate System Osceola, AR Ongoing
Double Sided Geocomposite 518,000 SF
GCL 642,554 SF New Georgia Landfill Birmingham, AL Ongoing
10 oz geotextile 642,554 SF
drainage composite 642,554 SF
60 mil HDPE 642,554 SF
Barbarito Flores
Geomembrane Experience Resume - 2012
Material Quantity Project Location Date
40 mil LLDPE textured geomembrane 900 SF Sonic Hagerstown, MD Apr-12
40 mil HDPE textured geomembrane 1,005,000 SF Hutsonville Ash Pond Closure Hutsonville, IL May-12
Barbarito Flores
Geomembrane Experience Resume - 2011
Material Quantity Project Location Date
60 mil HDPE textured geomembrane 1,066,000 SF Clover Power Station- Phase 2 Clover, VA Current
2,132,000 SF
30 mil HDPE textured geomembrane 217,800 SF Asheville Airport- Phase 2 Cap Asheville, NC Feb-11
40 mil HDPE smooth geomembrane 84,000 SF Possum Hollow- CCB Storage Richmond, VA Mar-11
60 mil HDPE textured geomembrane 154,000 SF Curley Hollow LF Phase 1A St. Paul, VA Current
10 oz. geotextile 430,000 SF
16 0z. 1,219,680 SF
12 mil Rain Cover 1,611,720 SF
50 mil PVC geomembrane 609,840 SF
30 mil PVC geomembrane 1,200 SF Army War College Carlisle, PA Mar-11
Barbarito Flores
Geomembrane Experience Resume - 2010
Material Quantity Project Location Date
40 mil HDPE textured geomembrane 48,000 SF Warsaw WWTP Warsaw, VA Current
3MM Concrete Embedment Liner 2,500 SF Willow Lane Pumping Station LaPlata, MD Jul-10
5 MM Concrete Embedment Liner 500 SF
60 mil EPDM 5,000 SF Norwood WWTP Norwood, NY May-10
60 mil HDPE textured geomembrane 73,000 SF Bandy Campground Oneida, TN Apr-10
16 oz. geotextile 11,000 SF
60 mil LLDPE textured geomembrane 95,000 SF New Campus East Pond Springfield, VA Jul-10
Geogrid 300,000 SF Hilltop Sand & Gravel Closure Alexandria, VA May-10
40 mil LLDPE textured geomembrane 585,000 SF
8 oz. geotextile 585,000 SF
Geocomposite 585,000 SF
60 mil HDPE textured geomembrane 15,000 SF Belews Creek Repair Belews Creek, NC Apr-10
GCL 15,000 SF
Geocomposite 15,000 SF
20 mil Smooth HDPE Geomembrane 37,000 SF White Street Landfill Greensboro, NC 10-May
36 mil Polypropylene Reinforced Pond Liner 29,025 SF Buller Fish Hatchery Marion, VA May-10
2 MM Sure Grip- Concrete Emebedment 88,000 SF Patapsco WWTP Baltimore, MD Current
Liner
40 mil geomembrane 211,821 SF The East End Landfill Richmond, VA 10-May
12 oz. geotextile 400,821 SF
60 mil HDPE liner 162,273 SF
16 ounce geotextile 162,273 SF
60 mil HDPE textured geomembrane 206,000 SF Montgomery County Landfill Jeffersonville, KY Jul-10
GCL 206,000 SF Unit 3 Cell 2
6 oz. Geotextile 200,000 SF
Geocomposite 6,000 SF
60 mil hdpe textured geomembrane 309,000 SF Beech Hollow LF Phase 3C Wellston, OH Aug-10
8 oz. geotextile 309,000 SF
60 mil LLDPE textured geomembrane 10,000 SF Cumberland County Vault Carlisle, PA Jun-10
Excavation
60 mil HDPE liner 625,882 SF Rumpke Odor Control Blanket Cincinnati, OH Jun-10
8 oz. non woven geotextile 37,500 SF
40 mil LLDPE 568,977 SF Progress Energy Phase 4 Semora, NC Jul-10
30 mil HDPE 119,600 SF Wegmans Frederick, MD Jul-10
GCL 550,000 SF Robeson Co. MSW LF Phase 4 St. Pauls, NC Jun-10
60 mil HDPE geomembrane 550,000 SF Expansion
Geocomposite 550,000 SF
20 mil Vaporblock 7,000 SF Levedo Building Dorchester, MA May-10
100 mil smooth geomembrane 9,000 SF Mountainview Tank Greencastle, PA Jun-10
Geonet 9,000 SF
40 mil PVC 40,000 SF Ray Smith Ponds Bridgehampton, NY Jun-10
GCL 193,000 SF Southeast LF Oklahoma City, OK Jun-10
60 mil HDPE geomembrane 193,000 SF
8 oz. geotextile 193,000 SF
40 mil HDPE textured geomembrane 140,000 SF Enterprise Mocane Gas Well Forgan. OK Jul-10
60 mil HDPE textured geomembrane 140,000 SF
Geonet 140,000 SF
GCL 750,000 SF East Oak LF Oklahoma City, OK Jul-10
60 mil hdpe textured geomembrane 750,000 SF
8 oz. geotextile 750,000 SF
40 mil HDPE textured geomembrane 48,900 SF Chastain Meadows Marietta, GA Jul-10
Woven geotextile 60,000 SF
GCL 310,000 SF Alderson Regional LF Alderson, OK Jul-10
60 mil hdpe textured geomembrane 310,000 SF
8 oz. geotextile 310,000 SF
30 mil HDPE smooth geomembrane 57,280 SF Flight 93 National Memorial Stoystown, PA Aug-10
60 mil HDPE textured geomembrane 274,000 SF Beulah LF Cell 5 Dorchester, MD Nov-10
Geocomposite 274,000 SF
60 mil HDPE textured geomembarne 654,000 SF Rumpke Sanitary LF Phase IX Cincinnati, OH Sep-10
8 oz. geotextile 654,000 SF
GCL 320,000 SF Mirant Westland Ash B1-A Dickerson, MD Sep-10
60 mil HDPE textured geomembrane 320,000 SF
16 oz. geotextile 320,000 SF
LFG Pipe Penetration Boots 26 EA Hoods Mill LF Woodbine, MD Jun-10
40 mil LLDPE textured geomembrane 802,000 SF Hobbs Rd. LF Closure Denton, MD Dec-10
Geocomposite 802,000 SF
60 mil HDPE textured geomembrane 10,000 SF Bushton Oneok Bushton, KS Jul-10
GCL 755,000 SF Asheville Airport Phase 1 Fletcher, NC Sep-10
60 mil HDPE textured geomembrane 755,000 SF
Geocomposite 755,000 SF
GCL 590,000 SF Domtar Paper Plymouth, NC Nov-10
40 mil LLDPE textured geomembrane 590,000 SF
Geocomposite 550,000 SF
32 oz. geotextile 40,000 SF
40 mil LLDPE textured geomembrane 6,000 SF Moosup- Remediation Site Moosup, CT Sep-10
8 oz. geotextile 6,000 SF
16 oz. geotextile 6,000 SF
60 mil HDPE textured geomembrane 30,000 SF City of Albemarle LF Rain Flaps Albemarle, NC Aug-10
60 mil HDPE textured geomembrane 10,000 SF Bethel LF- Frac Tanks Bethel, VA Sep-10
30 mil PVC geomembrane 6,000 SF Spencers LF Gas Trench Abingdon, VA Nov-10
10 oz. geotextile 6,000 SF
23,000 SF Virginia Beach LF Gas Trench Virginia Beach, VA Nov-10
40 mil LLDPE textured geomembrane 494,000 SF Progress Energy Phase 5 Semora, NC Nov-10
GCL 256,000 SF Mirant Westland Ash Cell B1-B Dickerson, MD Nov-10
60 mil HDPE textured geomembrane 256,000 SF
16 oz. Geotextile 256,000 SF
40 mil PP geomembrane 12,000 SF Pittsburgh- Private Residence Pittsburgh, PA Dec-10
8 mil Duraskrim Rain Cover 304,920 SF Amelia LF Rain Cover Amelia, VA Dec-10
30 mil HDPE textured geomembrane 120,000 SF Asheville Airport Closure Asheville, NC Nov-10
Geogrid 585,000 SF Curley Hollow LF Phase 1A St. Paul, VA 10-Nov
10 oz. geotextile 585,000 SF
16 0z. 2,687,892 SF
Geocomposite 684,522 SF
50 mil PVC geomembrane 1,686,207 SF
Barbarito Flores
Geomembrane Experience Resume - 2009
Material Quantity Project Location Date
40 mil Textured LLDPE geomembrane 408,000 SF Honeygo Run Reclamation Center Perry Hall, MD Jun-09
Geocomposite 415,000 SF Phase 1 Cap
10 oz. geotextile 408,000 SF
60 mil Textured HDPE geomembrane 30,000 SF Kraton Polymers Belpre, OH Jun-09
60 mil Textured HDPE geomembrane 48,000 SF Mayapple Golf Course Carlisle, PA Feb-09
10 oz. geotextile 48,000 SF
30 mil PVC geomembrane 100,000 SF Charles St. 695 SWMP Lutherville,MD Jul-09
40 mil PP geomembrane 15,00 SF Schuykill Center Fire Pond Philadelphia,PA May-09
60 mil Textured LLDPE 460,000 SF Marjol Battery Throop,PA Oct-09
8 oz. geotextile 460,000 SF
Geocomposite 460,000 SF
60 mil Textured HDPE 305,000 SF Rumpke-Medora Landfill Medora,IN May-09
16 oz. geotextile 305,000 SF
60 mil Textured HDPE 600,000 SF Rumpke-Brown Co. Landfill Georgetown,OH May-09
8 oz. geotextile 600,000 SF
80 mil Smooth HDPE 15,000 SF Husky Energy Lima,OH Mar-09
40 mil Textured HDPE 40,000 SF Warsaw WWTP Warsaw,VA
20 mil Rain Cover 300,000 SF Walker Mt Landfill Rain Cover Rome,GA Apr-09
40 mil Textured HDPE 7,000 SF Ridgeview Valley Water Storage Mt. Lake Park,MD
GCL 10,000 SF Worton WWTP Worton,MD
Norwood WWTP Norwood,NY
60 mil Textured HDPE 120,000 SF Wilmington Landfill Phase 1 Wilmington,OH Sep-09
8 oz. geotextile 120,000 SF
60 mil Smooth HDPE geomembrane 300,000 SF Quarry Landfill Tulsa,OK May-09
40 mil Textured LLDPE geomembrane 17,000 SF Linville Dam Linville,NC Jun-09
45 mil EPOM geomembrane 8,000 SF Wedgewood Business Park Fredrick,MD Jul-09
60 mil Textured HDPE geomembrane 56,000 SF City of New Bern WWTP New Bern,NC
40 mil Smooth HDPE geomembrane 60,000 SF Rubbermaid Site Monaca,PA Aug-09
8 oz. geotextile 60,000 SF
40 mil Textured HDPE geomembrane 600,000 SF Andrews AFB LF-05 Andrews AFB,MD
Geocomposite 600,000 SF
40 mil Smooth HDPE geomembrane 170,000 SF East End Landfill Richmond,VA Aug-09
12 oz. geotextile 170,000 SF

Installation Resume – Jose Zarate

ZARATE, JOSE
Material Quantity Project Location
Date
Completed
8 mil Raincover 40,000 SF Waste Management LCS Landfill Hedgesville WV 04/18/2014
Wind Defender 40,000 SF Waste Management LCS Landfill Hedgesville WV 04/18/2014
40 mil LLDPE Textured Lin 258,210 SF Fairland Parcel X Closure Beltsville MD 04/21/2014
8 oz Geocomposite 237,065 SF Fairland Parcel X Closure Beltsville MD 04/21/2014
40 mil HDPE Textured 293,940 SF Ashville Pond & Rim Ditch @ Powe Arden NC 05/01/2014
8oz Geotextile 84,000 SF Walmart #4148-00 Charlotte NC 05/29/2014
Rufco 3000B 42,000 SF Walmart #4148-00 Charlotte NC 05/29/2014
GCL 830,000 SF South Gypsum Apollo Beach FL 07/03/2014
HDPE Geomembrane 830,000 SF South Gypsum Apollo Beach FL 07/03/2014
50 mil PVC 657,000 SF Eastern Sanitary Landfill Phase X White Marsh MD 08/30/2014
Geocomposite, Geotextile 1,212,507 SF Eastern Sanitary Landfill Phase X White Marsh MD 08/30/2014
12 mil Rain Cover 646,200 SF Eastern Sanitary Landfill Phase X White Marsh MD 08/30/2014
200 mil Geocomposite Drain 199,116 SF Santee Cooper Cross Station Pineville SC 09/19/2014
60 mil HDPE Geomembrane 185,940 SF Santee Cooper Cross Station Pineville SC 09/19/2014
60 mil HDPE Geomembrane 1,009,611 SF Santee Cooper Cross Station Pineville SC 09/19/2014
GCL Vertical Anchor Trench 145,962 SF Santee Cooper Cross Station Pineville SC 09/19/2014
GCL 1,007,640 SF Santee Cooper Cross Station Pineville SC 09/19/2014
60 mil HDPE Textured 785,000 SF East Kentucky Power Spurlock Maysville KY 11/26/14
2014
Jose Zarate
Geomembrane Experience Resume - 2013
Material Quantity Project Location Date
60 mil HDPE Geomembrane 15,000 SF Mark West Cadiz Cadiz, OH May-13
8 oz Nonwoven Geotextile 30,000 SF
GCL 429,000 SF Ashville Phase 3 Fletcher, NC May-13
60 mil Textured Liner 429,000 SF
Double Sided Composite 384,000 SF
8 oz cushion Geotextile 260,000 SF RSL 9C Cincinatti, OH Jun-13
8 mil raincover 488,000 SF Grows LF North Raincover Morrisville, PA Aug-13
GCL 197,250 SF Apex LF Modified 6A 2013 Amsterdam, OH Aug-13
60 mil Textured Liner 197,250 SF
Double Sided Composite 197,250 SF
60 mil HDPE 528,000 SF RSL 10A Cincinatti, OH Oct-13
8 oz cushion Geotextile 528,000
60 mil HDPE 425,253 SF Medora LF Cell 8 & 9 West & Leachate Basin Medora, IN Oct-13
16 oz Geotextile 335,253 SF
GCL 45,000 SF
80 mil HDPE conductive Geomembrane 300,000 SF Montibello Plant 2 Finished Reservoir Cover Baltimore, MD Oct-13
Geocomposite 300,000 SF
50 mil PVC Liner 648,000 SF Eastern Sanitary Landfill Phase X Whitemarsh, MD Nov-13
12 mil Duraskrim 648,000 SF
GCL 648,000 SF
Geocomposite 220,000 SF
10 Geotextile 558,000 SF
16 oz Geotextile 500,000 SF
60 mil HDPE Geomembrane 2,031,481 SF Plant Gorgas Cell 1 and 2 Parrish, AL Nov-13
Geocomposite 1,976,924 SF
GCL 1,705,386 SF
60 mil HDPE 400,000 SF Pendelton Butler, KY Nov-13
10 oz cushion Geotextile 200,000 SF
Geocomposite 200,000 SF
60 mil HDPE Conductive Geomembrane 8,000 SF RSL Tank Liner Cincinatti, OH Nov-13
Jose Zarate
Geomembrane Experience Resume - 2012
Material Quantity Project Location Date
40 mil LLDPE textured geomembrane 1,829,520 SF Oak Ridge Landfill Cap Ballwin, MO Jun-12
Geocomposite 1,829,520 SF
60 mil HDPE gutter flap 8,000 LF King George Landfill Gutter FlapKing George, VA Apr-12
8 mil Rain Cover 3,000 SF Mid Penn Landfill Rain Cover ReSaluda, VA Feb-12
40 mil HDPE Txt Geomembrane
6-200-6 Geocomposite
8 oz sy Geotextile
847,500
847,500
19,200
SF
SF
SF
Zion LF Cap Zion, IL Jul-12
60 mil HDPE textured
8 oz. geotextile
380,000 SF Noble Rd Shiloh, OH Aug-12
Jose Zarate
Geomembrane Experience Resume - 2011
Material Quantity Project Location Date
60 mil HDPE textured geomembrane 1,066,000 SF Clover Power Station Clover, VA Jun-11
2,132,000 SF
30 mil HDPE textured geomembrane 217,800 SF Asheville Airport- Ph Asheville, NC Feb-11
40 mil HDPE smooth geomembrane 84,000 SF Possum Hollow- CC Richmond, VA Mar-11
Geosynthetic Clay 11,700 SF Star Ridge Moody, AL May-11
60 mil textured HDPE 691,000 SF
Double-sided geocomposite 345,500 SF
16 oz. Geotextile 345,000 SF
40 mil double side LLDPE 1,386,335 LF Perry County Cap Uniontown, AL Jun-11
Geocomposite 1,363,000 LF
40 mil LLDPE textured geomembrane 566,000 SF Emerald Park LF Ca Muskego, WI Aug-11
Geocomposite 566,000 SF
60 mil HDPE textured geomembrane 383,600 SF Seven Mile Creek Ph Fon Du Lac, WI Oct-11
12 oz. Geotextile 383,600 SF
60 mil HDPE textured geomembrane 321,000 SF Apex LF Phase 5 Amsterdam, OH Sep-11
GCL 321,000 SF
12 oz. Geotextile 321,000 SF
60 mil HDPE textured geomembrane 872,000 SF Orchard Hills LF Ce Rockford, IL Jul-11
12 oz. Geotextile 872,000 SF
6 oz. Geotextile 872,000 SF
40 mil HDPE textured geomembrane 138,500 SF Roxana Marsh East Chicago, IN Jun-11
12 oz. Geotextile 277,000 SF
Installation Resume – Emmanuel Chavez
Emmanuel Chavez
Geomembrane Experience Resume
Material Quantity Project Location Date
Raincover 101,000 SF Mid Shore Cell 2 Rain Cover Ridgely, MD Mar-15
Raincover 147,100 SF Honeygo Cell 6/7 8 mil & Wind Defender Perry Hall, MD Apr-15
Wind Defender 147,100 SF
60 mil LL 5,500 SF Rt 33 & Chrin Interchange Liner Palmer, PA May-15
Geotextile 11,000 SF
40 mil 675,724 SF Harford County Street, MD Jun-15
Geocomposite 649,270 SF
8oz Geotextile 638,471 SF
8" Pipe 2,170 SF Days Cove LF Cells White Marsh, MD Ongoing
40 mil 11,250 SF
60 mil HDPE 1,900 SF
60 mil HDPE Smooth 1,172,622 SF Santee Cooper Cell and Pond Pineville, SC Ongoing
60 mil HDPE Textured 99,824 SF
GCL 1,272,446 SF
Geocomposite 983,547 SF
12oz Geotextile 380,979 SF
Installation Resume – Miguel Estrada
Miguel Estrada
Geomembrane Experience Resume-2015
Material Quantity Project Location Date
8 mil Duraskrim 638,400 SF Grows Cell 5 Raincover Morrisville, PA Jul-15
60 mil HDPE Smooth 1,172,622 SF Santee Cooper Cell and Pond Pineville, SC Ongoing
60 mil HDPE Textured 99,824 SF
GCL 1,272,446 SF
Geocomposite 983,547 SF
12oz Geotextile 380,979 SF
Installation Resume – Cristian Paz
Paz, Cristian
Material Quantity Project Location
Date
Completed
8 oz Geotextile 140,000 SF Wimington Vertical Expansion Wilmington OH 06/29/2014
60 Mil HDPE 146,500 SF Wimington Vertical Expansion Wilmington OH 06/29/2014
Duraskrim 3,600 SF Loudoun County Landfill Raincover Leesburg VA 08/05/2014
Single Sided Geocomposite 240,000 SF Hampton Road Recovery Center Virginia Beach VA 08/06/2014
60 mil HDPE 663,000 SF Hampton Road Recovery Center Virginia Beach VA 08/06/2014
Double Sided Geocomposite 423,000 SF Hampton Road Recovery Center Virginia Beach VA 08/06/2014
8 oz Cushion Fabric 389,000 SF Noble Road Landfill E Mansfield OH 08/14/2014
8 oz Separator Geotextile 389,000 SF Noble Road Landfill E Mansfield OH 08/14/2014
60 mil HDPE Geotextile 389,000 SF Noble Road Landfill E Mansfield OH 08/14/2014
30 mil liner 40,428 SF Bester Elementary School Hagerstown MD 08/18/2014
80 mil HDPE Textured 25,783 SF Frederick County Landfill Lagoon & Winchester VA 09/03/2014
20 mil White/White Woven 462,663 SF Frederick County Landfill Lagoon & Winchester VA 09/03/2014
20 mil Duraskrim 480,000 SF Grows/Tullytown Valley Cap 20 mil Morrisville PA 09/04/2014
60 mil HDPE Geotextile 331,000 SF Medora Landfill Cell 8 & 9 East & C Medora IN 09/14/2014
Geotextile 372,000 SF Medora Landfill Cell 8 & 9 East & C Medora IN 09/14/2014
2014
Cristian Paz
Geomembrane Experience Resume - 2013
Material Quantity Project Location Date
GCL 197,250 SF Apex LF Modified 6A 2013 Amsterdam, OH Aug-13
60 mil Textured Liner 197,250 SF
Double Sided Composite 197,250 SF
80 mil HDPE conductive Geomembrane 300,000 SF Montibello Plant 2 Finished Reservoir Cover Baltimore, MD Oct-13
Geocomposite 300,000 SF
50 mil PVC Liner 648,000 SF Eastern Sanitary Landfill Phase X Whitemarsh, MD Nov-13
12 mil Duraskrim 648,000 SF
GCL 648,000 SF
Geocomposite 220,000 SF
10 Geotextile 558,000 SF
16 oz Geotextile 500,000 SF
60 mil HDPE Textured Liner 468,200 SF South Carolina International Paper Eastover, SC Oct-13
12 mil Durascrim 210,000 SF
Double Sided Composite 468,200 SF
Cristian Paz
Geomembrane Experience Resume - 2012
Material Quantity Project Location Date
60 mil HDPE Txt Geomembrane 147,000 SF TEEL Cell 3C Richmond VA Nov-12
Geocomposite 147,000 SF
60 mil hd tex and 16 oz geotextile 300,000 SF 623 Landfill Ashland, VA Mar-12
60 mil LLDPE Textured 2,516,000 SF Ghent Phase 1 A Lexington, KY Oct-12
10 oz nonwoven geotextile 2,516,000 SF
Installation Resume – Primitivo Gonzalez
Gonzalez, Primitivo
Material Quantity Project Location
Date
Completed
Duraskrim 3,600 SF Loudoun County Landfill Raincover Leesburg VA 08/05/2014
60 mil HDPE 663,000 SF Hampton Road Recovery Center Virginia Beach VA 08/06/2014
Double Sided Geocomposite 423,000 SF Hampton Road Recovery Center Virginia Beach VA 08/06/2014
Single Sided Geocomposite 240,000 SF Hampton Road Recovery Center Virginia Beach VA 08/06/2014
8 oz Cushion Fabric 389,000 SF Noble Road Landfill E Mansfield OH 08/14/2014
8 oz Separator Geotextile 389,000 SF Noble Road Landfill E Mansfield OH 08/14/2014
60 mil HDPE Geotextile 389,000 SF Noble Road Landfill E Mansfield OH 08/14/2014
30 mil liner 40,428 SF Bester Elementary School Hagerstown MD 08/18/2014
20 mil White/White Woven 462,663 SF Frederick County Landfill Lagoon & Winchester VA 09/03/2014
80 mil HDPE Textured 25,783 SF Frederick County Landfill Lagoon & Winchester VA 09/03/2014
20 mil Duraskrim 480,000 SF Grows/Tullytown Valley Cap 20 mil Morrisville PA 09/04/2014
Geotextile 372,000 SF Medora Landfill Cell 8 & 9 East & C Medora IN 09/14/2014
60 mil HDPE Geotextile 331,000 SF Medora Landfill Cell 8 & 9 East & C Medora IN 09/14/2014
8oz Geotextile 83,956 SF Wal-Mart 6263 Winston Salem NC 11/06/2014
3000B 41,978 SF Wal-Mart 6263 Winston Salem NC 11/06/2014
Geotextile 16 oz 71,999 SF US Nitrogen Pond Midway TN 11/11/2014
60 mil HDPE Textured Geo 71,999 SF US Nitrogen Pond Midway TN 11/11/2014
Geotextile 19,000 SF Cozart Landfill Pond Coolville OH 11/19/14
45 mil rPP 30,000 SF Cozart Landfill Pond Coolville OH 11/19/14
60mil HDPE 19,000 SF Cozart Landfill Pond Coolville OH 11/19/14
2014
Primitivo Gonzalez
Geomembrane Experience Resume - 2013
Material Quantity Project Location Date
8 mil Duraskrim 500,000 SF DRPI Landfill Rain Cover Wilmington, DE Jun-13
45 mil rPP 6,920 SF King & Queen Fish Hatchery King & Queen Co, VA Jun-13
20 mil Duraskrim 27,600 SF Burlington County Rain Cover Repair Burlington, NJ Oct-13
60 mil Textured Geomembrane 850,478 SF Cooper Power Plant 2013 Expansion Somerset, KY Nov-13
60 mil High Perf Text Geomembrane 159,149 SF
Double Sided Geocomposite 369,600 SF
GCL 619,040 SF
10 oz Geotextile 100,000 SF
GCL 429,000 SF Ashville Phase 3 Fletcher, NC May-13
60 mil Textured Liner 429,000 SF
60 mil HDPE 528,000 SF RSL 10A Cincinatti, OH Oct-13
8 oz cushion Geotextile 528,000
60 mil HDPE 425,253 SF Medora LF Cell 8 & 9 West & Leachate Basin Medora, IN Oct-13
16 oz Geotextile 335,253 SF
GCL 45,000 SF
60 mil HDPE 400,000 SF Pendelton Butler, KY Nov-13
10 oz cushion Geotextile 200,000 SF
Geocomposite 200,000 SF
Installation Resume – Martin Lopez
Martin Lopez
Geomembrane Experience Resume
Material Quantity Project Location Date
8oz Geotextile 82,800 SF Harford County Street, MD Jun-15
16oz Geotextile 126,900 SF
Raincover 79,320 SF Grows Cell 5 Raincover Morrisville, PA Jun-15
60 mil HDPE Smooth 1,172,622 SF Santee Cooper Cell and Pond Pineville, SC Ongoing
60 mil HDPE Textured 99,824 SF
GCL 1,272,446 SF
Geocomposite 983,547 SF
12oz Geotextile 380,979 SF
Installation Resume – Felipe Hernandez
HERNANDEZ, FELIPE
Material Quantity Project Location
Date
Completed
8 mil Raincover 40,000 SF Waste Management LCS Landfill Hedgesville WV 04/18/2014
Wind Defender 40,000 SF Waste Management LCS Landfill Hedgesville WV 04/18/2014
8 oz Geocomposite 237,065 SF Fairland Parcel X Closure Beltsville MD 04/21/2014
40 mil LLDPE Textured Lin 258,210 SF Fairland Parcel X Closure Beltsville MD 04/21/2014
12 mil 80,000 SF Port of Wilmington-Salt Pile New Castle DE 05/28/2014
Rufco 3000B 42,000 SF Walmart #4148-00 Charlotte NC 05/29/2014
8oz Geotextile 84,000 SF Walmart #4148-00 Charlotte NC 05/29/2014
HDPE Geomembrane 830,000 SF South Gypsum Apollo Beach FL 07/03/2014
GCL 830,000 SF South Gypsum Apollo Beach FL 07/03/2014
12 mil Rain Cover 646,200 SF Eastern Sanitary Landfill Phase X White Marsh MD 08/30/2014
50 mil PVC 657,000 SF Eastern Sanitary Landfill Phase X White Marsh MD 08/30/2014
Geocomposite, Geotextile 1,212,507 SF Eastern Sanitary Landfill Phase X White Marsh MD 08/30/2014
60 mil HDPE 43,560 SF Iris Glen Cell 6B Repairs Johnson City TN 09/04/2014
200 mil Geocomposite Drain 199,116 SF Santee Cooper Cross Station Pineville SC 09/19/2014
GCL 1,007,640 SF Santee Cooper Cross Station Pineville SC 09/19/2014
60 mil HDPE Geomembrane 185,940 SF Santee Cooper Cross Station Pineville SC 09/19/2014
GCL Vertical Anchor Trench 145,962 SF Santee Cooper Cross Station Pineville SC 09/19/2014
60 mil HDPE Geomembrane 1,009,611 SF Santee Cooper Cross Station Pineville SC 09/19/2014
60 mil HDPE Textured 785,000 SF East Kentucky Power Spurlock Maysville KY 11/26/14
2014
Felipe Hernandez
Geomembrane Experience Resume - 2013
Material Quantity Project Location Date
8 mil raincover 522,000 SF Amelia Landfill Raincover Jetersville, VA Jun-13
GCL 197,250 SF Apex LF Modified 6A 2013 Amsterdam, OH Aug-13
60 mil Textured Liner 197,250 SF
Double Sided Composite 197,250 SF
60 mil HDPE 246,000 SF Beech Hollow Wellsto, OH Aug-13
8 oz cushion Geotextile 246,000 SF
8 mil Duraskrim 123,050 SF Port of Wilmington-Salt Pile Wilmington, DE Nov-13
50 mil PVC Liner 648,000 SF Eastern Sanitary Landfill Phase X Whitemarsh, MD Nov-13
12 mil Duraskrim 648,000 SF
GCL 648,000 SF
Geocomposite 220,000 SF
10 Geotextile 558,000 SF
16 oz Geotextile 500,000 SF
Geotextile 297,000 SF Ashcake Landfill Base Liner & Raincover Ashland, VA Nov-13
60mil HDPE Liner 297,000 SF
12mil Duraskrim 297,000 SF
60 mil Textured Geomembrane 850,478 SF Cooper Power Plant 2013 Expansion Somerset, KY Nov-13
60 mil High Perf Text Geomembrane 159,149 SF
Double Sided Geocomposite 369,600 SF
GCL 619,040 SF
10 oz Geotextile 100,000 SF
Geocomposite Gas Layer 157,950 SF Bayer Woodbine Cropscience Landfill ClosWoodbine, GA Dec-13
Geocomposite Drainage Layer 157,951 SF
GCL 157,952 SF
60 mil HDPE Liner 178,000 SF
GCL 194,089 SF Crystal River 2013 Closure Crystal River, FL Dec-13
30 mil Textured HDPE 7,610 SF
PVC Liner 512,000 SF AEP Mitchell Landfill Moundsville, WV Ongoing
45mil rPP 72,000 SF
CAR GCL 584,000 SF
300-2-6 Composite 414,000 SF
Coal Drain Geocomposite 512,000 SF
Felipe Hernandez
Geomembrane Experience Resume - 2012
Material Quantity Project Location Date
40 mil LLDPE textured geomembrane 1,829,520 SF Oak Ridge Landfill CBallwin, MO Current
Geocomposite 1,829,520 SF
40 mil LLDPE tex and geocomposite 860,000 SF Medora LF Cells 1 & 2 Medora, IN Jun-12
60 mil HDPE Smooth
16oz NW Geotextile
37,000
74000
SF
SF
Sheboygan Dewaterin Sheboygan, WI Jul-12
40 mil LLDPE Liner 902,304 SF Kalamazoo Site A Kalamazoo, MI Aug-12
270-2-6 Geocomposite (GDC)795,400 SF
12oz Geotextile 185,080 SF
60 mil HDPE tex and 8 oz geotextile 300,000 SF Beech Hollow Wellston, OH Jul-12
Installation Resume – Cesar Chavez
Cesar Chavez
Geomembrane Experience Resume - 2015
Material Quantity Project Date
10 oz Textile 22,500 SF Curley Hollow LF March 2015
16 oz Textile 196,378 SF
Textile Monofiliment 142,500 SF Smith's Creek April 2015
40 mil HD 91,500 SF Ashville Phase 3 May 2015
HDP LL 717,380 SF Santee Cooper Cell and Pond May 2015
Double Sided Composite 351,190 SF
GCL 696,375 SF
20 mil Rain Cover 468,000 SF Rowan County LF June 2015
Double Sided Composite 48,930 SF US Nitrogen WTP Ponds June 2015
HD 60mil 134,550 SF
HD 60mil 22,900 SF Duke Cliffside Ash LF July 2015
GCL 22,500 SF
Installation Resume – Gabriel Perez
Gabriel Perez
Geomembrane Experience Resume - 2014
Material Quantity Project Location
20 mil Duraskrim 480,000 SF Grows/Tullytown Valley Cap Morrisville, PA
Cell 363,792 SF Dunn Landfill Rensselaer, NY
Geotextile 19,000 SF Cozart Landfill Pond Coolville, OH
60 mil HDPE 19,000 SF
45 mil rPP 30,000 SF
40 mil liner 259,753 SF Cedar Ridge Temporary Cover Lewisburg, TN
40 mil LLDPE Textured 9,900,000 SF Kingston Fossil Plant TVA Kingston, TN
60 mil HDPE double sided textured 84,193 SF Days Cove LF Cells White Marsh, MD
GCL 288,915 SF
60 mil Textured 204,721 SF
Geocomposite 204,721 SF
15 mil Temporary Cover 216,196 SF
8 mil Rain Cover 216,196 SF
80 mil HDPE Embedment Liner 37,654 SF Patapsco Baltimore, MD
50 mil PVC Geomembrane 2,974,725 SF Curley Hollow Phase 1B2A2B St. Paul, VA
16oz Geotextile 4,783,842 SF
DS Geocomposite 3,039,030 SF
10oz Geotextile 32,706 SF
60 mil HDPE textured 301,950 SF
40 mil LLDPE Geomembrane 342,785 SF Watts Bar Closure Spring City, TN
Geocomposite 269,406 SF
10oz Geotextile 109,045 SF
60 mil HD Textured 11,700 SF Roxboro Secondary Containment Semora, NC
Gabby Perez
Geomembrane Experience Resume - 2015
Material Quantity Project Date
10 oz Textile 22,500 SF Curley Hollow LF March 2015
16 oz Textile 196,378 SF
Textile Monofiliment 142,500 SF Smith's Creek April 2015
40 mil HD 91,500 SF Ashville Phase 3 May 2015
HDP LL 717,380 SF Santee Cooper Cell and Pond May 2015
Double Sided Composite 351,190 SF
GCL 696,375 SF
20 mil Rain Cover 468,000 SF Rowan County LF June 2015
Double Sided Composite 48,930 SF US Nitrogen WTP Ponds June 2015
HD 60mil 134,550 SF
HD 60mil 22,900 SF Duke Cliffside Ash LF July 2015
GCL 22,500 SF
Installation Resume – Marco Hernandez
Marco Hernandez
Geomembrane Experience Resume - 2015
Material Quantity Project Date
10 oz Textile 22,500 SF Curley Hollow LF March 2015
16 oz Textile 196,378 SF
40 mil HD 91,500 SF Ashville Phase 3 May 2015
HDP LL 717,380 SF Santee Cooper Cell and Pond May 2015
Double Sided Composite 351,190 SF
GCL 696,375 SF
20 mil Rain Cover 468,000 SF Rowan County LF June 2015
Double Sided Composite 48,930 SF US Nitrogen WTP Ponds June 2015
HD 60mil 134,550 SF
HD 60mil 22,900 SF Duke Cliffside Ash LF July 2015
GCL 22,500 SF
Appendix C-3
Geosynthetic Clay Liner

Manufacturer’s Certification Reports
Appendix C-4
Geosynthetic Clay Liner

Receiving Log
Appendix C-5
Geosynthetic Clay Liner

Conformance Testing
Appendix C-6
Geosynthetic Clay Liner

Subgrade Acceptance
Appendix C-8
Geosynthetic Clay Liner

Damage Report
Appendix D-1
HDPE Geomembrane

Project QC Log

FORM CQC - 100
GEOMEMBRANE PROJECT QC LOG
(one sheet per project)
PROJECT

NAME: Duke Energy CCP Landfill - Phase II
NUMBER: 48509-106696/106697

LOCATION: Cliffside, NC

Owner: Duke Energy
ADDRESS: 563 Duke Power Road

CONTACT: Zach Cole PHONE: [phone]

ENGINEERING
ENGINEERING FIRM: CDM Smith

ADDRESS: 5400 Glenwood Avenue, Raleigh, NC 27612

CONTACT: Kenton Yang PHONE: [phone]
CONTRACTOR

GENERAL CONTRACTOR: Morgan Corporation

ADDRESS: PO Box 480130, Charlotte, NC 28269

CONTACT: Jacob Hansen PHONE: [phone]
SUPPLIER OF GEOMEMBRANE MATERIALS

NAME: GSE Environmental, LLC

ADDRESS: 19103 Gundle Road Houston, TX 77073
CONTACT: Steve Mays PHONE: [phone]

QC INSPECTION
NAME: Chesapeake Containment Systems, Inc.

ADDRESS: 352 Earls Road, Middle River, MD 21220

CONTACT: Ryan Clark PHONE: [phone]

FORM CQC - 100
GEOMEMBRANE PROJECT QC LOG
(one sheet per project) (Continued)

TESTING LABORATORY
GEOMEMBRANE TESTING LABORATORY: Geotechnics

ADDRESS: 544 Braddock Ave, East Pittsburgh, PA 15112

CONTACT: PHONE: [phone]

FABRICATOR OF MATERIAL
NAME: GSE Environmental, LLC

ADDRESS: 19103 Gundle Road Houston, TX 77073

CONTACT: Steve Mays PHONE: [phone]
INSTALLER OF MATERIAL

NAME: Chesapeake Containment Systems, Inc.

ADDRESS: 352 Earls Road, Middle River, MD 21220
CONTACT: Ryan Clark PHONE: [phone]

GEOMEMBRANE MATERIALS

SPECIFIED GEOMEMBRANE MATERIALS: 60-mil HDPE TYPE: 60mil HDPE textured
MATERIAL CERTIFICATION

MATERIAL CERTIFICATION RECEIVED: yes

DATE: 3-12-2015 ACCEPTED: yes

Appendix D-2
HDPE Geomembrane

Tensiometer Certificates
Appendix D-3
HDPE Geomembrane

Manufacturer’s Certification Reports
Submittal #D‐02276‐003‐A
Morgan Corp Contact Person           Jacob Hansen Spec Section: 02276
11700 Reames Road Office #                        704‐598‐9117 Description: HDPE Testing
P.O. Box 48130 Fax #                             704‐598‐5973 Deviations (Y/N) N
Charlotte, NC 28269 Cell #                             704‐241‐8140 Submitted Date 3/12/2015
Approval By 3/20/2015
Submittal Cover Sheet Material By
Project Cliffside Landfill Phase 2
Owner Duke Energy Carolinas, Inc.Contact Person:
Owner Address 573 Duke Power Road Dean Snyder 828‐657‐2201
Cliffside, NC 28024 Cell
Fax
Prime Contractor Morgan Corp
Sub‐Contractor Chesapeake Containment Systems, Inc.
Manufacturer GSE Environmental
Supplier GSE Environmental
Second Tier Sub
HDPE Liner QC\Testing
Description
Type of Submittal Product Data
1.     Submittal #D‐02276‐003‐A
2.     Deviations NONE
3.     Reference Spec #02276
                               Paragraph #
4.     Reference DWG #
Engineers Comments
Print Name: Jacob Hansen
3/12/2015
MORGAN CORP
dean.snyder@duke‐energy.com
Remarks
Review by Contractor Review By Engineer
Signature: Jacob Hansen
352 Earls Road Middle River, MD 21220 410-335-5886 phone [phone] fax
SUBMITTAL Date: February 18, 2015
COVER SHEET
Project: Cliffside CCP Landfill Phase II
General Contractor: Morgan Corporation
Engineer: CDM Smith
Spec Section: 02776 - HDPE GeomembraneSubmittal Ref: GSE HDPE Textured Geomembrane -
Manufacturers Quality Control Submittal
NOTES:
REVIEWER NOTES
Owner: Duke Energy
Manufacturers Quality Control Test results for materials proposed for above referenced project.
19103 Gundle Road
Houston, TX 77073
[phone]

January 29, 2015
Ryan Clark
Chesapeake Containment Systems
352 Earls Road
Middle River, Maryland 21220
RE: CCR Waste Landfill Phase 2, Duke Energy Cliffside Steam Station
Mooresboro, North Carolina
Dear Mr. Clark,
As requested, GSE Environmental, LLC has enclosed MQC testing and certification
documentation for the HDPE Geomembrane manufactured in association with Sales
Order No. SO-074897 for the above referenced project.
As required by Specification Section 02776 (Textured High Density Polyethylene
(HDPE) Geomembrane), the documentation noted below has been enclosed with this
letter:
1) Raw material supplier quality control certificates per Paragraph 2.02.A.1 and
Paragraph 2.02.A.2.
2) Manufacturer resin quality control certification per Paragraph 2.02.A.3.
3) Manufacturer Roll Allocation List per Paragraph 2.02.A.4.
4) Manufacturer quality control test results demonstrating compliance with the
property values in GRI GM13 Specification per Paragraph 2.02.A.5.
Should you wish to discuss or require additional information, please do not hesitate to
contact me at [phone]. Thank you for your business.
Respectfully,
Steven Mayes, P.E.
Senior Technical Manager, North America

19103 Gundle Road
Houston, TX 77073 800 435 2008 ● 281 443 8564
281 230 8650 Fax www.gseworld.com

MG15-0014
January 29, 2015

Chesapeake Containment Systems
352 Earls Road
Middle River, MD 21220

RE: HDPE Resin

Project: Sales Order 74897 – Duke Cliffside Landfill
Certification of Compliance

The undersigned, being qualified and authorized to do so, hereby certifies that the HDPE resin used to manufacture
GSE 60 mil Textured HDPE Geomembrane, meets the requirements of specification Section 02776 – Textured
High Density Polyethylene Geomembrane (06/12/2013), part 2.02.A.3.

Sincerely,

Miguel Garcia
GSE Technical Support

GSE 8.2.4-020 Rev 01 02/10
Friday, January 23, 2015 Page: 1 of 2
Order
Customer
Project Name
Roll#Resin Lot Product Code Mfg Date Length
108179456 D141022165 HDT-060GE-BBB-B-W0 1/12/2015 520
108179457 D141022165 HDT-060GE-BBB-B-W0 1/12/2015 520
108179458 D141022165 HDT-060GE-BBB-B-W0 1/12/2015 520
108179459 D141022165 HDT-060GE-BBB-B-W0 1/12/2015 520
108179460 D141022165 HDT-060GE-BBB-B-W0 1/12/2015 520
108179461 D141022165 HDT-060GE-BBB-B-W0 1/12/2015 520
108179462 D141022165 HDT-060GE-BBB-B-W0 1/12/2015 520
108179463 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179464 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179465 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179466 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179467 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179468 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179469 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179470 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179471 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179472 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179473 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179474 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179475 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179476 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179477 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179478 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179479 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179480 D141022165 HDT-060GE-BBB-B-W0 1/13/2015 520
108179566 D141022170 HDT-060GE-BBB-B-W0 1/18/2015 520
108179567 D141022170 HDT-060GE-BBB-B-W0 1/18/2015 520
108179568 D141022170 HDT-060GE-BBB-B-W0 1/18/2015 520
108179569 D141022176 HDT-060GE-BBB-B-W0 1/18/2015 520
108179570 D141022176 HDT-060GE-BBB-B-W0 1/18/2015 520
108179571 D141022176 HDT-060GE-BBB-B-W0 1/18/2015 520
108179572 D141022176 HDT-060GE-BBB-B-W0 1/18/2015 520
108179573 D141022176 HDT-060GE-BBB-B-W0 1/18/2015 520
108179574 D141022176 HDT-060GE-BBB-B-W0 1/18/2015 520
108179575 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179576 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179577 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179578 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179579 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179580 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179581 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179582 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
GSE Roll Allocation
SO-074897
Chesapeake Containment Systems, Inc.
CCS Duke Cliffside Landfill
GSE 8.2.4-020 Rev 01 02/10
Friday, January 23, 2015 Page: 2 of 2
108179583 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179584 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179585 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179586 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179587 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179588 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179589 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179590 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179591 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179592 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179593 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179594 D141022176 HDT-060GE-BBB-B-W0 1/19/2015 520
108179595 D141022176 HDT-060GE-BBB-B-W0 1/20/2015 520
108179596 D141022176 HDT-060GE-BBB-B-W0 1/20/2015 520
108179597 D141022176 HDT-060GE-BBB-B-W0 1/20/2015 520
108179598 D141022176 HDT-060GE-BBB-B-W0 1/20/2015 520
108179599 D141022176 HDT-060GE-BBB-B-W0 1/20/2015 520
108179600 D141022176 HDT-060GE-BBB-B-W0 1/20/2015 520
108179601 D141022176 HDT-060GE-BBB-B-W0 1/20/2015 520
108179602 D141022176 HDT-060GE-BBB-B-W0 1/20/2015 520
108179603 D141022176 HDT-060GE-BBB-B-W0 1/20/2015 520
108179604 D141022176 HDT-060GE-BBB-B-W0 1/20/2015 520
108179605 D141022176 HDT-060GE-BBB-B-W0 1/20/2015 520
108179606 D141022176 HDT-060GE-BBB-B-W0 1/20/2015 520
Jan/23/2015
SO-074897 HDT-060GE-BBB-B-W0
Page 1 of 3
Sales Order No.BOL NumberCustomer Name Project Location Product Name
Report Date:
Roll Number
GSE Environmental, LLC
Mooresboro NC US
AverageThickness
ASTMD5994 (mils)
MinimumThickness
ASTMD5994 (mils)
YieldStrengthASTM
D6693 (ppi)MD
YieldStrengthASTM
D6693 (ppi)TD
YieldElongationASTM
D6693 (%)MD
YieldElongationASTM
D6693 (%)TD
BreakStrengthASTM
D6693 (ppi)MD
BreakStrengthASTM
D6693 (ppi)TD
BreakElongationASTM
D6693 (%)MD
BreakElongationASTM
D6693 (%)TD
TearResistanceASTM
D1004 (lbs)MD
TearResistanceASTM
D1004 (lbs)TD
PunctureResistance
ASTMD4833 (lbs)
Density
ASTMD1505 (g/cc)
CarbonBlackContent
ASTMD4218 (%)
Carbon
BlackDispersionASTMD5596
(Views inCat1-Cat2)
AsperityHeightASTM
D7466 (mils)A Side
AsperityHeightASTM
D7466 (mils)B Side
ROLL TEST DATA REPORT
Chesapeake Containment Systems,
Inc.
108179456 58 56 157 156 16 16 210 172 586 513 54 52 149 0.944 2.2 10 23 27
108179457 57 54 157 156 16 16 210 172 586 513 54 52 149 0.944 2.2 10 23 25
108179458 58 53 157 156 16 16 210 172 586 513 54 52 149 0.944 2.2 10 23 25
108179459 58 52 146 151 17 17 213 191 611 590 53 51 146 0.944 2.3 10 23 27
108179460 58 52 146 151 17 17 213 191 611 590 53 51 146 0.944 2.3 10 23 27
108179461 58 53 146 151 17 17 213 191 611 590 53 51 146 0.944 2.3 10 24 24
108179462 58 52 146 151 17 17 213 191 611 590 53 51 146 0.944 2.3 10 24 24
108179463 58 52 152 160 16 16 220 198 628 584 55 51 148 0.945 2.5 10 24 24
108179464 58 52 152 160 16 16 220 198 628 584 55 51 148 0.945 2.5 10 24 24
108179465 58 52 152 160 16 16 220 198 628 584 55 51 148 0.945 2.5 10 24 24
108179466 58 52 152 160 16 16 220 198 628 584 55 51 148 0.945 2.5 10 24 24
108179467 58 52 158 160 16 16 206 181 561 154 54 52 147 0.944 2.3 10 24 25
108179468 59 54 158 160 16 16 206 181 561 154 54 52 147 0.944 2.3 10 24 25
108179469 59 54 158 160 16 16 206 181 561 154 54 52 147 0.944 2.3 10 23 24
108179470 59 54 158 160 16 16 206 181 561 154 54 52 147 0.944 2.3 10 23 23
108179471 59 55 154 159 16 16 245 180 684 520 55 51 145 0.945 2.4 10 23 23
108179472 59 53 154 159 16 16 245 180 684 520 55 51 145 0.945 2.4 10 22 25
108179473 59 54 154 159 16 16 245 180 684 520 55 51 145 0.945 2.4 10 24 23
108179474 59 53 154 159 16 16 245 180 684 520 55 51 145 0.945 2.4 10 24 23
108179475 58 54 153 156 16 16 201 185 552 555 55 50 147 0.945 2.2 10 24 24
108179476 59 54 153 156 16 16 201 185 552 555 55 50 147 0.945 2.2 10 24 24
108179477 58 53 153 156 16 16 201 185 552 555 55 50 147 0.945 2.2 10 24 24
108179478 59 53 153 156 16 16 201 185 552 555 55 50 147 0.945 2.2 10 23 25
108179479 59 54 152 154 16 16 213 160 584 438 53 50 152 0.943 2.2 10 29 27
108179480 58 54 152 154 16 16 213 160 584 438 53 50 152 0.943 2.2 10 29 27
108179566 57 54 146 152 17 16 186 178 553 529 53 51 143 0.943 2.5 10 25 26
108179567 58 56 146 152 17 16 186 178 553 529 53 51 143 0.943 2.5 10 25 26
108179568 58 55 146 152 17 16 186 178 553 529 53 51 143 0.943 2.5 10 24 24
108179569 57 54 146 152 17 16 186 178 553 529 53 51 143 0.943 2.5 10 24 24
108179570 59 57 156 155 16 16 195 177 557 542 53 50 145 0.943 2.4 10 29 30
108179571 58 54 156 155 16 16 195 177 557 542 53 50 145 0.943 2.4 10 29 30
108179572 58 53 156 155 16 16 195 177 557 542 53 50 145 0.943 2.4 10 24 24
108179573 58 54 156 155 16 16 195 177 557 542 53 50 145 0.943 2.4 10 24 24
108179574 58 55 156 156 16 16 185 175 438 477 54 51 146 0.944 2.4 10 30 27
Jan/23/2015
SO-074897 HDT-060GE-BBB-B-W0
Page 2 of 3
Sales Order No.BOL NumberCustomer Name Project Location Product Name
Report Date:
Roll Number
GSE Environmental, LLC
Mooresboro NC US
AverageThickness
ASTMD5994 (mils)
MinimumThickness
ASTMD5994 (mils)
YieldStrengthASTM
D6693 (ppi)MD
YieldStrengthASTM
D6693 (ppi)TD
YieldElongationASTM
D6693 (%)MD
YieldElongationASTM
D6693 (%)TD
BreakStrengthASTM
D6693 (ppi)MD
BreakStrengthASTM
D6693 (ppi)TD
BreakElongationASTM
D6693 (%)MD
BreakElongationASTM
D6693 (%)TD
TearResistanceASTM
D1004 (lbs)MD
TearResistanceASTM
D1004 (lbs)TD
PunctureResistance
ASTMD4833 (lbs)
Density
ASTMD1505 (g/cc)
CarbonBlackContent
ASTMD4218 (%)
Carbon
BlackDispersionASTMD5596
(Views inCat1-Cat2)
AsperityHeightASTM
D7466 (mils)A Side
AsperityHeightASTM
D7466 (mils)B Side
ROLL TEST DATA REPORT
Chesapeake Containment Systems,
Inc.
108179575 58 54 156 156 16 16 185 175 438 477 54 51 146 0.944 2.4 10 30 27
108179576 59 54 156 156 16 16 185 175 438 477 54 51 146 0.944 2.4 10 29 28
108179577 59 53 156 156 16 16 185 175 438 477 54 51 146 0.944 2.4 10 29 28
108179578 58 54 147 155 17 16 196 180 552 542 52 51 144 0.944 2.5 10 27 25
108179579 58 55 147 155 17 16 196 180 552 542 52 51 144 0.944 2.5 10 27 25
108179580 58 56 147 155 17 16 196 180 552 542 52 51 144 0.944 2.5 10 24 22
108179581 59 56 147 155 17 16 196 180 552 542 52 51 144 0.944 2.5 10 24 22
108179582 59 54 153 160 16 16 205 162 568 415 56 53 154 0.945 2.4 10 25 25
108179583 58 55 153 160 16 16 205 162 568 415 56 53 154 0.945 2.4 10 25 26
108179584 58 55 153 160 16 16 205 162 568 415 56 53 154 0.945 2.4 10 25 26
108179585 58 56 153 160 16 16 205 162 568 415 56 53 154 0.945 2.4 10 25 23
108179586 58 55 153 161 17 16 202 185 550 549 54 52 144 0.945 2.5 10 25 23
108179587 58 55 153 161 17 16 202 185 550 549 54 52 144 0.945 2.5 10 25 23
108179588 59 55 153 161 17 16 202 185 550 549 54 52 144 0.945 2.5 10 25 23
108179589 59 56 153 161 17 16 202 185 550 549 54 52 144 0.945 2.5 10 24 22
108179590 59 54 152 153 17 16 202 172 566 536 52 48 146 0.945 2.4 10 24 22
108179591 58 54 152 153 17 16 202 172 566 536 52 48 146 0.945 2.4 10 25 24
108179592 58 53 152 153 17 16 202 172 566 536 52 48 146 0.945 2.4 10 25 24
108179593 58 54 152 153 17 16 202 172 566 536 52 48 146 0.945 2.4 10 25 24
108179594 58 55 148 148 17 16 192 180 550 572 53 48 146 0.945 2.4 10 25 24
108179595 58 54 148 148 17 16 192 180 550 572 53 48 146 0.945 2.4 10 26 27
108179596 59 54 148 148 17 16 192 180 550 572 53 48 146 0.945 2.4 10 26 27
108179597 58 55 148 148 17 16 192 180 550 572 53 48 146 0.945 2.4 10 27 25
108179598 58 54 158 157 16 16 205 180 592 554 56 50 149 0.945 2.4 10 27 25
108179599 58 54 158 157 16 16 205 180 592 554 56 50 149 0.945 2.4 10 27 25
108179600 58 53 158 157 16 16 205 180 592 554 56 50 149 0.945 2.4 10 27 25
108179601 58 52 158 157 16 16 205 180 592 554 56 50 149 0.945 2.4 10 23 25
108179602 58 52 144 155 17 16 215 200 647 633 53 50 149 0.945 2.6 10 23 25
108179603 58 52 144 155 17 16 215 200 647 633 53 50 149 0.945 2.6 10 26 25
108179604 59 52 144 155 17 16 215 200 647 633 53 50 149 0.945 2.6 10 26 25
108179605 58 52 144 155 17 16 215 200 647 633 53 50 149 0.945 2.6 10 26 25
Jan/23/2015
SO-074897 HDT-060GE-BBB-B-W0
Page 3 of 3
Sales Order No.BOL NumberCustomer Name Project Location Product Name
Report Date:
Roll Number
GSE Environmental, LLC
Mooresboro NC US
AverageThickness
ASTMD5994 (mils)
MinimumThickness
ASTMD5994 (mils)
YieldStrengthASTM
D6693 (ppi)MD
YieldStrengthASTM
D6693 (ppi)TD
YieldElongationASTM
D6693 (%)MD
YieldElongationASTM
D6693 (%)TD
BreakStrengthASTM
D6693 (ppi)MD
BreakStrengthASTM
D6693 (ppi)TD
BreakElongationASTM
D6693 (%)MD
BreakElongationASTM
D6693 (%)TD
TearResistanceASTM
D1004 (lbs)MD
TearResistanceASTM
D1004 (lbs)TD
PunctureResistance
ASTMD4833 (lbs)
Density
ASTMD1505 (g/cc)
CarbonBlackContent
ASTMD4218 (%)
Carbon
BlackDispersionASTMD5596
(Views inCat1-Cat2)
AsperityHeightASTM
D7466 (mils)A Side
AsperityHeightASTM
D7466 (mils)B Side
ROLL TEST DATA REPORT
Chesapeake Containment Systems,
Inc.
108179606 58 52 144 155 17 16 215 200 647 633 53 50 149 0.945 2.6 10 26 25
Report Date
1/23/2015
The above stated data shall not be reproduced except in full, without the written approval of the laboratory.
Quality Assurance Laboratory Test Results
Job Name:
Sales Order:74897

Required Testing:

ASTM D 5397 -- Standard Test Method for Evaluation of Stress Crack Resistance
of Polyolefin Geomembranes Using Notched Constant Tensile Load Test
Specification:

Product Code Test Results
HDT-060GE-BBB-B-W0 PASS
HDT-060GE-BBB-B-W0 PASS
HDT-060GE-BBB-B-W0 PASS
Approved By:
Date Approved:
CCS Duke Cliffside Landfill
ASTM D 3895 -- Standard Test Method for Oxidative Induction Time of Polyolefins
by Differential Scanning Calorimetry
D141022165
D141022176
D 3895 - > 100 Minutes
Resin Lot Number
D141022170
January 19, 2015
D 5397 - > 500 Hours
Debra Gortemiller
Report Date
1/23/2015
The above stated data shall not be reproduced except in full, without the written approval of the laboratory.
Quality Assurance Laboratory Test Results
Job Name:CCS Duke Cliffside Landfill
SO Number:74897
The table below summarizes additive performance of GSE Houston products as perceived by OIT retention
Initial Final GRI Initial Final GRI
HP OIT HP OIT Retained Criteria HP OIT OIT Retained Criteria
Product Type Formulation (min)(min)(%)(%)(min)(min)(%)(%)

Approved By:
Date:January 13, 2015
Debra Gortemiller
80 995HDPE
Geomembrane Total 37120 995
after Oven and UV Aging per GRI Test Method GM13:
Oven Aging @ 85° C (ASTM D 5721)UV Resistance per GRI GM11
812
90 days per ASTM D 5885 1600 hours UV Aging per ASTM D 5885
82 937 94 50
Appendix D-4
HDPE Geomembrane

Receiving Log
Appendix D-5
HDPE Geomembrane

Conformance Testing
Appendix D-7
HDPE Geomembrane

Pre-Weld Testing
Appendix D-8
HDPE Geomembrane

Seaming Log
Appendix D-9
HDPE Geomembrane

Destructive Testing Log
Appendix D-10
HDPE Geomembrane

Destructive Laboratory Testing
DESTRUCT # 69
DESTRUCT # 70
DESTRUCT # 71
DESTRUCT # 72
DESTRUCT # 73
DESTRUCT # 74
DESTRUCT # 75
DESTRUCT # 76
DESTRUCT # 77
DESTRUCT # 78
Appendix D-11
HDPE Geomembrane

Damage and /or Failure Report
Appendix D-12
HDPE Geomembrane

Patch Placement Log
Appendix D-13
HDPE Geomembrane

Leak Location Services Report
LEAK LOCATION SERVICES, INC.
16124 UNIVERSITY OAK ! SAN ANTONIO, TEXAS 78249 ! [phone] / FAX [phone]
December 14, 2015
Jacob Hansen
Morgan-Corp
P.O. Box 480130
Charlotte, NC 28269

Email: [e-mail]
Subject: Report for “Geomembrane Leak Location Survey for Duke Cliffside Landfill Phase
II in Cliffside, North Carolina”;
LLSI Project 1946
Dear Mr. Hansen:
On December 7 through 10 , 2015, James Haynes and Edgar Barraza of Leak Location
th th
Services, Inc. (LLSI) conducted a leak location survey for Duke Cliffside Landfill Phase II in
Cliffside, North Carolina. The landfill cell has an area of approximately 16 acres and was lined with
a single 60-mil textured HDPE geomembrane liner underlined with a gcl. The geomembrane was
covered with a geocomposite and a 24-inch protective sand layer. This report documents the results
of the survey.
I. SURVEY
A. Results
One leak was found in the primary geomembrane of Landfill Phase II area. Table 1
lists the approximate location and description of the leak found, which was just outside the cell in
the anchor trench of the tie-in area. Figure 1 shows the approximate location of the leak found. No
repair was necessary.
B. Sensitivity Test
The leak location equipment was tested for sensitivity and proper operation. This
procedure was conducted at the beginning and end of the day by each LLSI personnel to verify
equipment functionality. For a soil-covered survey a 0.25-inch diameter artificial leak was buried
in the soil and leak location survey lines were run along both sides of the artificial leak. Leak
location survey measurements were collected to determine the maximum distance that the simulated
leak could be reliably detected. This detection distance was approximately 10 feet, nevertheless,
survey lines were taken at a much closer distance of 5 feet, which insured that any leak signals would
be detected at a distance no greater than 2 ½ feet.
OVER TWENTY YEARS
www.llsi.com [e-mail]
Morgan-Corp.Page 2 of 3
December 14, 2015 LLSI Project 1946

Table 1. Approximate Locations and Descriptions of the Leaks Found in Landfill Phase II
Leak
Number
Leak Location Leak
Description
1 outside of tie-in on northeast edge of Phase II area 3/4" puncture

FIGURE 1. APPROXIMATE LOCATIONS OF THE LEAKS FOUND IN
LANDFILL PHASE II
Morgan-Corp.Page 3 of 3
December 14, 2015 LLSI Project 1946
II. TECHNIQUE
A. Principles of the Electrical Leak Location Method
The principle of the electrical survey method for geomembrane liners is to impress
a high DC voltage across the geomembrane and measure the resulting potential gradients on or in
the conducting material on the geomembrane. If any holes are present, characteristic anomalies in
the potential caused by electrical current flowing through the holes indicate their location.
B. Soil-Covered Survey
A high voltage isolated DC power supply was used to impress a voltage across the
geomembrane using one electrode placed in the operations layer located on top of the primary
geomembrane and a second electrode placed in the electrically conducting material located between
the geomembranes. Therefore, the geomembrane liner provides an electrical barrier between the
electrodes except where there are holes in the geomembrane liner. Electrical current flowing through
the holes in the geomembrane liner produces localized anomalous areas of high current density near
the holes. This electrical current path is provided by electrically conducting material such as water,
sand, or soil.
The survey of the cell was conducted by making potential gradient measurements on
the moist soil with measurement electrodes spaced approximately 3 feet apart. These measurements
were made approximately every 3 feet along numbered survey lines that were spaced approximately
5 feet apart. A portable digital data logger was used to collect the data. The data was then
downloaded into a portable computer for display, plotting, and analysis.
When a leak signal is detected, manual measurements are made to locate the position
of the leak between the survey lines. The leaks are excavated by others and the leak is isolated from
the materials covering the geomembrane. Additional measurements are made to make sure there are
no additional leaks in the area.
If there are any questions regarding the electrical survey or this report, please contact us at
[phone]. We appreciate the opportunity to have been of service to you on this project.
Respectfully,
Dale Kemnitz
Client Relations Officer/Project Manager
Approved By:
Matthew Kemnitz
Operations Officer/Project Engineer
Appendix E-1
Composite Drainage Net

Project QC Log

FORM CQC - 100
GEOCOMPOSITE PROJECT QC LOG
(one sheet per project)
PROJECT

NAME: Duke Energy CCP Landfill - Phase II
NUMBER: 48509-106696/106697

LOCATION: Cliffside, NC

Owner: Duke Energy
ADDRESS: 563 Duke Power Road

CONTACT: Zach Cole PHONE: [phone]

ENGINEERING
ENGINEERING FIRM: CDM Smith

ADDRESS: 5400 Glenwood Avenue, Raleigh, NC 27612

CONTACT: Kenton Yang PHONE: [phone]
CONTRACTOR

GENERAL CONTRACTOR: Morgan Corporation

ADDRESS: PO Box 480130, Charlotte, NC 28269

CONTACT: Jacob Hansen PHONE: [phone]
SUPPLIER OF GEOCOMPOSITE MATERIALS

NAME: SKAPS Industries

ADDRESS: 335 Athena Dr, Athens, GA 30601
CONTACT: [e-mail] PHONE: [phone]

QC INSPECTION
NAME: Chesapeake Containment Systems, Inc.

ADDRESS: 352 Earls Road, Middle River, MD 21220

CONTACT: Ryan Clark PHONE: [phone]

FORM CQC - 100
GEOMEMBRANE PROJECT QC LOG
(one sheet per project) (Continued)

TESTING LABORATORY
GEOCOMPOSITE TESTING LABORATORY: Geotechnics

ADDRESS: 544 Braddock Ave, East Pittsburgh, PA 15112

CONTACT: PHONE: [phone]

FABRICATOR OF MATERIAL
NAME: SKAPS Industries

ADDRESS: 335 Athena Dr, Athens, GA 30601

CONTACT: [e-mail] PHONE: [phone]
INSTALLER OF MATERIAL

NAME: Chesapeake Containment Systems, Inc.

ADDRESS: 352 Earls Road, Middle River, MD 21220
CONTACT: Ryan Clark PHONE: [phone]

GEOCOMPOSITE MATERIALS

SPECIFIED GEOCOMPOSITE MATERIALS: TRANSNET 330 TYPE: CDN
MATERIAL CERTIFICATION

MATERIAL CERTIFICATION RECEIVED: yes

DATE: 3-12-2015 ACCEPTED: yes

Appendix E-2
Composite Drainage Net

Manufacturer’s Certification Reports
Product :
Project :
Side A Side B Minimum Average
1 62681010001 62681010001 - N 6268.033 6268.004 2.34 4.22 3.37 x 10⁻³
2 62681010002 62681010002 - N 6268.033 6268.004 2.34 4.22 3.37 x 10⁻³
3 62681010003 62681010003 - N 6268.033 6268.004 2.34 4.22
3.37 x 10⁻³
4 62681010004 62681010004 - N 6268.033 6268.004 2.34 4.22
3.37 x 10⁻³
5 62681010005 62681010005 - N 6268.033 6268.004 2.34 4.22
3.37 x 10⁻³
6 62681010006 62681010006 - N 6268.033 6268.004 2.34 4.22 3.37 x 10⁻³
7 62681010007 62681010007 - N 6268.033 6268.004 2.34 4.22 3.37 x 10⁻³
8 62681010008 62681010008 - N 6268.033 6268.004 2.34 4.22
3.37 x 10⁻³
9 62681010009 62681010009 - N 6268.047 6268.048 2.34 4.22
3.37 x 10⁻³
10 62681010010 62681010010 - N 6268.047 6268.048 2.34 4.22
3.37 x 10⁻³
11 62681010011 62681010011 - N 6268.047 6268.048 2.34 4.22 3.37 x 10⁻³
12 62681010012 62681010012 - N 6268.047 6268.048 2.34 4.22 3.37 x 10⁻³
13 62681010013 62681010013 - N 6268.047 6268.048 2.34 4.22
3.37 x 10⁻³
14 62681010014 62681010014 - N 6268.047 6268.048 2.34 4.22
3.37 x 10⁻³
15 62681010015 62681010015 - N 6268.047 6268.048 2.34 4.22
3.37 x 10⁻³
16 62681010016 62681010016 - N 6268.047 6268.048 2.34 4.22 3.37 x 10⁻³
17 62681010017 62681010017 - N 6268.037 6268.001 2.34 4.22
3.37 x 10⁻³
18 62681010018 62681010018 - N 6268.037 6268.001 2.34 4.22
3.37 x 10⁻³
19 62681010019 62681010019 - N 6268.037 6268.001 2.34 4.22 3.37 x 10⁻³
20 62681010020 62681010020 - N 6268.037 6268.001 2.37 3.77
3.37 x 10⁻³
21 62681010021 62681010021 - N 6268.037 6268.001 2.37 3.77
3.37 x 10⁻³
22 62681010022 62681010022 - N 6268.037 6268.001 2.37 3.77 3.37 x 10⁻³
23 62681010023 62681010023 - N 6268.037 6268.001 2.37 3.77 3.37 x 10⁻³
24 62681010024 62681010024 - N 6268.037 6268.001 2.37 3.77
3.37 x 10⁻³
25 62681010025 62681010025 - N 6268.021 6268.026 2.37 3.77 3.37 x 10⁻³
26 62681010026 62681010026 - N 6268.021 6268.026 2.37 3.77 3.37 x 10⁻³
27 62681010027 62681010027 - N 6268.021 6268.026 2.37 3.77 3.37 x 10⁻³
TN 330-2-6
Roll Geocomposite
Roll Number
Cliffside Duke Ash Landfill, NC
Geotextile Roll Number
We, the Geocomposite Manufacturer, hereby certify the following for the material delivered to the above
referenced project :
Geonet Roll
Number
Ply Adhesion
(lb/in)
Geocomposite
Transmissivity
(m2/sec)
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
62681010001 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010002 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010003 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010004 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010005 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010006 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010007 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010008 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010009 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010010 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010011 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010012 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010013 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010014 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010015 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010016 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010017 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010018 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010019 - N ECUX 881961 0.9528 0.380 359 2.37 136
62681010020 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010021 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010022 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010023 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010024 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010025 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010026 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010027 - N ECUX 881961 0.9526 0.368 364 2.49 138
We, the Geonet Manufacturer, hereby certify the following for the material sent to the above referenced project :
TN 330-2-6
Cliffside Duke Ash Landfill, NC
Geonet Roll
Number
Transmissivity
(m2/sec)
Resin Lot
Number
Geonet
Density
(gm/cc)
Mass Per Unit
Area
(lb/ft2)
Thickness
(mils)
Carbon Black
(%)
Tensile
Strength
(MD)
(lb/in)
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
Side A Side B Minimum Average
TN 330-2-6
Roll Geocomposite
Roll Number
Cliffside Duke Ash Landfill, NC
Geotextile Roll Number
We, the Geocomposite Manufacturer, hereby certify the following for the material delivered to the above
referenced project :

Geonet Roll
Number
Ply Adhesion
(lb/in)
Geocomposite
Transmissivity
(m2/sec)
28 62681010028 62681010028 - N 6268.021 6268.026 2.37 3.77
3.37 x 10⁻³
29 62681010029 62681010029 - N 6268.021 6268.026 2.37 3.77 3.37 x 10⁻³
30 62681010030 62681010030 - N 6268.021 6268.026 2.37 3.77
3.37 x 10⁻³
31 62681010031 62681010031 - N 6268.021 6268.026 2.37 3.77
3.37 x 10⁻³
32 62681010032 62681010032 - N 6268.021 6268.026 2.37 3.77 3.37 x 10⁻³
33 62681010033 62681010033 - N 6268.029 6268.031 2.37 3.77
3.37 x 10⁻³
34 62681010034 62681010034 - N 6268.029 6268.031 2.37 3.77
3.37 x 10⁻³
35 62681010035 62681010035 - N 6268.029 6268.031 2.37 3.77 3.37 x 10⁻³
36 62681010036 62681010036 - N 6268.029 6268.031 2.37 3.77 3.37 x 10⁻³
37 62681010037 62681010037 - N 6268.029 6268.031 2.37 3.77
3.37 x 10⁻³
38 62681010038 62681010038 - N 6268.029 6268.031 2.37 3.77 3.37 x 10⁻³
39 62681010039 62681010039 - N 6268.029 6268.031 2.37 3.77 3.37 x 10⁻³
40 62681010040 62681010040 - N 6268.029 6268.031 2.48 4.31
2.91 x 10⁻³
41 62681010041 62681010041 - N 6268.022 6268.023 2.48 4.31
2.91 x 10⁻³
42 62681010042 62681010042 - N 6268.022 6268.023 2.48 4.31 2.91 x 10⁻³
43 62681010043 62681010043 - N 6268.022 6268.023 2.48 4.31
2.91 x 10⁻³
44 62681010044 62681010044 - N 6268.022 6268.023 2.48 4.31
2.91 x 10⁻³
45 62681010045 62681010045 - N 6268.022 6268.023 2.48 4.31 2.91 x 10⁻³
46 62681010046 62681010046 - N 6268.022 6268.023 2.48 4.31
2.91 x 10⁻³
47 62681010047 62681010047 - N 6268.022 6268.023 2.48 4.31
2.91 x 10⁻³
48 62681010048 62681010048 - N 6268.022 6268.023 2.48 4.31 2.91 x 10⁻³
49 62681010049 62681010049 - N 6268.030 6268.011 2.48 4.31
2.91 x 10⁻³
50 62681010050 62681010050 - N 6268.030 6268.011 2.48 4.31
2.91 x 10⁻³
51 62681010051 62681010051 - N 6268.030 6268.011 2.48 4.31 2.91 x 10⁻³
52 62681010052 62681010052 - N 6268.030 6268.011 2.48 4.31
2.91 x 10⁻³
53 62681010053 62681010053 - N 6268.030 6268.011 2.48 4.31
2.91 x 10⁻³
54 62681010054 62681010054 - N 6268.030 6268.011 2.48 4.31 2.91 x 10⁻³
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
We, the Geonet Manufacturer, hereby certify the following for the material sent to the above referenced project :
TN 330-2-6
Cliffside Duke Ash Landfill, NC
Geonet Roll
Number
Transmissivity
(m2/sec)
Resin Lot
Number
Geonet
Density
(gm/cc)
Mass Per Unit
Area
(lb/ft2)
Thickness
(mils)
Carbon Black
(%)
Tensile
Strength
(MD)
(lb/in)
62681010028 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010029 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010030 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010031 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010032 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010033 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010034 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010035 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010036 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010037 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010038 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010039 - N ECUX 881961 0.9526 0.368 364 2.49 138
62681010040 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010041 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010042 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010043 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010044 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010045 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010046 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010047 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010048 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010049 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010050 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010051 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010052 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010053 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010054 - N ECUX 881961 0.9524 0.374 356 2.74 133
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
Side A Side B Minimum Average
TN 330-2-6
Roll Geocomposite
Roll Number
Cliffside Duke Ash Landfill, NC
Geotextile Roll Number
We, the Geocomposite Manufacturer, hereby certify the following for the material delivered to the above
referenced project :

Geonet Roll
Number
Ply Adhesion
(lb/in)
Geocomposite
Transmissivity
(m2/sec)
55 62681010055 62681010055 - N 6268.030 6268.011 2.48 4.31
2.91 x 10⁻³
56 62681010056 62681010056 - N 6268.030 6268.011 2.48 4.31 2.91 x 10⁻³
57 62681010057 62681010057 - N 6268.025 6268.032 2.48 4.31
2.91 x 10⁻³
58 62681010058 62681010058 - N 6268.025 6268.032 2.48 4.31
2.91 x 10⁻³
59 62681010059 62681010059 - N 6268.025 6268.032 2.48 4.31 2.91 x 10⁻³
60 62681010060 62681010060 - N 6268.025 6268.032 1.97 3.78
2.91 x 10⁻³
61 62681010061 62681010061 - N 6268.025 6268.032 1.97 3.78
2.91 x 10⁻³
62 62681010062 62681010062 - N 6268.025 6268.032 1.97 3.78 2.91 x 10⁻³
63 62681010063 62681010063 - N 6268.025 6268.032 1.97 3.78 2.91 x 10⁻³
64 62681010064 62681010064 - N 6268.025 6268.032 1.97 3.78
2.91 x 10⁻³
65 62681010065 62681010065 - N 6268.010 6268.015 1.97 3.78 2.91 x 10⁻³
66 62681010066 62681010066 - N 6268.010 6268.015 1.97 3.78 2.91 x 10⁻³
67 62681010067 62681010067 - N 6268.010 6268.015 1.97 3.78
2.91 x 10⁻³
68 62681010068 62681010068 - N 6268.010 6268.015 1.97 3.78
2.91 x 10⁻³
69 62681010069 62681010069 - N 6268.010 6268.015 1.97 3.78 2.91 x 10⁻³
70 62681010070 62681010070 - N 6268.010 6268.015 1.97 3.78
2.91 x 10⁻³
71 62681010071 62681010071 - N 6268.010 6268.015 1.97 3.78
2.91 x 10⁻³
72 62681010072 62681010072 - N 6268.010 6268.015 1.97 3.78 2.91 x 10⁻³
73 62681010073 62681010073 - N 6268.016 6268.024 1.97 3.78
2.91 x 10⁻³
74 62681010074 62681010074 - N 6268.016 6268.024 1.97 3.78
2.91 x 10⁻³
75 62681010075 62681010075 - N 6268.016 6268.024 1.97 3.78 2.91 x 10⁻³
76 62681010076 62681010076 - N 6268.016 6268.024 1.97 3.78
2.91 x 10⁻³
77 62681010077 62681010077 - N 6268.016 6268.024 1.97 3.78
2.91 x 10⁻³
78 62681010078 62681010078 - N 6268.016 6268.024 1.97 3.78 2.91 x 10⁻³
79 62681010079 62681010079 - N 6268.016 6268.024 1.97 3.78
2.91 x 10⁻³
80 62681010080 62681010080 - N 6268.016 6268.024 1.86 5.16
3.18 x 10⁻³
81 62681010081 62681010081 - N 6268.044 6268.036 1.86 5.16 3.18 x 10⁻³
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
We, the Geonet Manufacturer, hereby certify the following for the material sent to the above referenced project :
TN 330-2-6
Cliffside Duke Ash Landfill, NC
Geonet Roll
Number
Transmissivity
(m2/sec)
Resin Lot
Number
Geonet
Density
(gm/cc)
Mass Per Unit
Area
(lb/ft2)
Thickness
(mils)
Carbon Black
(%)
Tensile
Strength
(MD)
(lb/in)
62681010055 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010056 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010057 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010058 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010059 - N ECUX 881961 0.9524 0.374 356 2.74 133
62681010060 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010061 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010062 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010063 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010064 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010065 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010066 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010067 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010068 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010069 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010070 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010071 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010072 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010073 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010074 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010075 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010076 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010077 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010078 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010079 - N ECUX 881961 0.9527 0.365 360 2.65 135
62681010080 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010081 - N ECUX 881961 0.9531 0.372 366 2.41 137
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
Side A Side B Minimum Average
TN 330-2-6
Roll Geocomposite
Roll Number
Cliffside Duke Ash Landfill, NC
Geotextile Roll Number
We, the Geocomposite Manufacturer, hereby certify the following for the material delivered to the above
referenced project :

Geonet Roll
Number
Ply Adhesion
(lb/in)
Geocomposite
Transmissivity
(m2/sec)
82 62681010082 62681010082 - N 6268.044 6268.036 1.86 5.16
3.18 x 10⁻³
83 62681010083 62681010083 - N 6268.044 6268.036 1.86 5.16 3.18 x 10⁻³
84 62681010084 62681010084 - N 6268.044 6268.036 1.86 5.16
3.18 x 10⁻³
85 62681010085 62681010085 - N 6268.044 6268.036 1.86 5.16
3.18 x 10⁻³
86 62681010086 62681010086 - N 6268.044 6268.036 1.86 5.16 3.18 x 10⁻³
87 62681010087 62681010087 - N 6268.044 6268.036 1.86 5.16
3.18 x 10⁻³
88 62681010088 62681010088 - N 6268.044 6268.036 1.86 5.16
3.18 x 10⁻³
89 62681010089 62681010089 - N 6268.005 6268.034 1.86 5.16 3.18 x 10⁻³
90 62681010090 62681010090 - N 6268.005 6268.034 1.86 5.16 3.18 x 10⁻³
91 62681010091 62681010091 - N 6268.005 6268.034 1.86 5.16
3.18 x 10⁻³
92 62681010092 62681010092 - N 6268.005 6268.034 1.86 5.16 3.18 x 10⁻³
93 62681010093 62681010093 - N 6268.005 6268.034 1.86 5.16 3.18 x 10⁻³
94 62681010094 62681010094 - N 6268.005 6268.034 1.86 5.16
3.18 x 10⁻³
95 62681010095 62681010095 - N 6268.005 6268.034 1.86 5.16
3.18 x 10⁻³
96 62681010096 62681010096 - N 6268.005 6268.034 1.86 5.16 3.18 x 10⁻³
97 62681010097 62681010097 - N 6268.040 6268.019 1.86 5.16
3.18 x 10⁻³
98 62681010098 62681010098 - N 6268.040 6268.019 1.86 5.16
3.18 x 10⁻³
99 62681010099 62681010099 - N 6268.040 6268.019 1.86 5.16 3.18 x 10⁻³
100 62681010100 62681010100 - N 6268.040 6268.019 2.05 4.53
3.18 x 10⁻³
101 62681010101 62681010101 - N 6268.040 6268.019 2.05 4.53
3.18 x 10⁻³
102 62681010102 62681010102 - N 6268.040 6268.019 2.05 4.53 3.18 x 10⁻³
103 62681010103 62681010103 - N 6268.040 6268.019 2.05 4.53
3.18 x 10⁻³
104 62681010104 62681010104 - N 6268.040 6268.019 2.05 4.53
3.18 x 10⁻³
105 62681010105 62681010105 - N 6268.008 6268.006 2.05 4.53 3.18 x 10⁻³
106 62681010106 62681010106 - N 6268.008 6268.006 2.05 4.53
3.18 x 10⁻³
107 62681010107 62681010107 - N 6268.008 6268.006 2.05 4.53
3.18 x 10⁻³
108 62681010108 62681010108 - N 6268.008 6268.006 2.05 4.53 3.18 x 10⁻³
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
We, the Geonet Manufacturer, hereby certify the following for the material sent to the above referenced project :
TN 330-2-6
Cliffside Duke Ash Landfill, NC
Geonet Roll
Number
Transmissivity
(m2/sec)
Resin Lot
Number
Geonet
Density
(gm/cc)
Mass Per Unit
Area
(lb/ft2)
Thickness
(mils)
Carbon Black
(%)
Tensile
Strength
(MD)
(lb/in)
62681010082 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010083 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010084 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010085 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010086 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010087 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010088 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010089 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010090 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010091 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010092 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010093 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010094 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010095 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010096 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010097 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010098 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010099 - N ECUX 881961 0.9531 0.372 366 2.41 137
62681010100 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010101 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010102 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010103 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010104 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010105 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010106 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010107 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010108 - N ECUX 881961 0.9525 0.375 364 2.60 131
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
Side A Side B Minimum Average
TN 330-2-6
Roll Geocomposite
Roll Number
Cliffside Duke Ash Landfill, NC
Geotextile Roll Number
We, the Geocomposite Manufacturer, hereby certify the following for the material delivered to the above
referenced project :

Geonet Roll
Number
Ply Adhesion
(lb/in)
Geocomposite
Transmissivity
(m2/sec)
109 62681010109 62681010109 - N 6268.008 6268.006 2.05 4.53
3.18 x 10⁻³
110 62681010110 62681010110 - N 6268.008 6268.006 2.05 4.53 3.18 x 10⁻³
111 62681010111 62681010111 - N 6268.008 6268.006 2.05 4.53
3.18 x 10⁻³
112 62681010112 62681010112 - N 6268.008 6268.006 2.05 4.53
3.18 x 10⁻³
113 62681010113 62681010113 - N 6268.018 6268.020 2.05 4.53 3.18 x 10⁻³
114 62681010114 62681010114 - N 6268.018 6268.020 2.05 4.53
3.18 x 10⁻³
115 62681010115 62681010115 - N 6268.018 6268.020 2.05 4.53
3.18 x 10⁻³
116 62681010116 62681010116 - N 6268.018 6268.020 2.05 4.53 3.18 x 10⁻³
117 62681010117 62681010117 - N 6268.018 6268.020 2.05 4.53 3.18 x 10⁻³
118 62681010118 62681010118 - N 6268.018 6268.020 2.05 4.53
3.18 x 10⁻³
119 62681010119 62681010119 - N 6268.018 6268.020 2.05 4.53 3.18 x 10⁻³
120 62681010120 62681010120 - N 6268.018 6268.020 1.90 3.99 3.09 x 10⁻³
121 62681010121 62681010121 - N 6268.041 6268.014 1.90 3.99
3.09 x 10⁻³
122 62681010122 62681010122 - N 6268.041 6268.014 1.90 3.99
3.09 x 10⁻³
123 62681010123 62681010123 - N 6268.041 6268.014 1.90 3.99 3.09 x 10⁻³
124 62681010124 62681010124 - N 6268.041 6268.014 1.90 3.99
3.09 x 10⁻³
125 62681010125 62681010125 - N 6268.041 6268.014 1.90 3.99
3.09 x 10⁻³
126 62681010126 62681010126 - N 6268.041 6268.014 1.90 3.99 3.09 x 10⁻³
127 62681010127 62681010127 - N 6268.041 6268.014 1.90 3.99
3.09 x 10⁻³
128 62681010128 62681010128 - N 6268.041 6268.014 1.90 3.99
3.09 x 10⁻³
129 62681010129 62681010129 - N 6268.038 6268.042 1.90 3.99 3.09 x 10⁻³
130 62681010130 62681010130 - N 6268.038 6268.042 1.90 3.99
3.09 x 10⁻³
131 62681010131 62681010131 - N 6268.038 6268.042 1.90 3.99
3.09 x 10⁻³
132 62681010132 62681010132 - N 6268.038 6268.042 1.90 3.99 3.09 x 10⁻³
133 62681010133 62681010133 - N 6268.038 6268.042 1.90 3.99
3.09 x 10⁻³
134 62681010134 62681010134 - N 6268.038 6268.042 1.90 3.99
3.09 x 10⁻³
135 62681010135 62681010135 - N 6268.038 6268.042 1.90 3.99 3.09 x 10⁻³
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
We, the Geonet Manufacturer, hereby certify the following for the material sent to the above referenced project :
TN 330-2-6
Cliffside Duke Ash Landfill, NC
Geonet Roll
Number
Transmissivity
(m2/sec)
Resin Lot
Number
Geonet
Density
(gm/cc)
Mass Per Unit
Area
(lb/ft2)
Thickness
(mils)
Carbon Black
(%)
Tensile
Strength
(MD)
(lb/in)
62681010109 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010110 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010111 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010112 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010113 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010114 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010115 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010116 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010117 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010118 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010119 - N ECUX 881961 0.9525 0.375 364 2.60 131
62681010120 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010121 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010122 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010123 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010124 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010125 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010126 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010127 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010128 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010129 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010130 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010131 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010132 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010133 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010134 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010135 - N ECUX 881961 0.9529 0.371 355 2.25 129
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
Side A Side B Minimum Average
TN 330-2-6
Roll Geocomposite
Roll Number
Cliffside Duke Ash Landfill, NC
Geotextile Roll Number
We, the Geocomposite Manufacturer, hereby certify the following for the material delivered to the above
referenced project :

Geonet Roll
Number
Ply Adhesion
(lb/in)
Geocomposite
Transmissivity
(m2/sec)
136 62681010136 62681010136 - N 6268.038 6268.042 1.90 3.99
3.09 x 10⁻³
137 62681010137 62681010137 - N 6268.007 6268.035 1.90 3.99 3.09 x 10⁻³
138 62681010138 62681010138 - N 6268.007 6268.035 1.90 3.99
3.09 x 10⁻³
139 62681010139 62681010139 - N 6268.007 6268.035 1.90 3.99
3.09 x 10⁻³
140 62681010140 62681010140 - N 6268.007 6268.035 1.81 5.36 3.09 x 10⁻³
141 62681010141 62681010141 - N 6268.007 6268.035 1.81 5.36
3.09 x 10⁻³
142 62681010142 62681010142 - N 6268.007 6268.035 1.81 5.36
3.09 x 10⁻³
143 62681010143 62681010143 - N 6268.007 6268.035 1.81 5.36 3.09 x 10⁻³
144 62681010144 62681010144 - N 6268.007 6268.035 1.81 5.36 3.09 x 10⁻³
145 62681010145 62681010145 - N 6268.017 6268.046 1.81 5.36
3.09 x 10⁻³
146 62681010146 62681010146 - N 6268.017 6268.046 1.81 5.36 3.09 x 10⁻³
147 62681010147 62681010147 - N 6268.017 6268.046 1.81 5.36 3.09 x 10⁻³
148 62681010148 62681010148 - N 6268.017 6268.046 1.81 5.36
3.09 x 10⁻³
149 62681010149 62681010149 - N 6268.017 6268.046 1.81 5.36
3.09 x 10⁻³
150 62681010150 62681010150 - N 6268.017 6268.046 1.81 5.36 3.09 x 10⁻³
151 62681010151 62681010151 - N 6268.017 6268.046 1.81 5.36
3.09 x 10⁻³
152 62681010152 62681010152 - N 6268.017 6268.046 1.81 5.36
3.09 x 10⁻³
153 62681010153 62681010153 - N 6268.027 6268.050 1.81 5.36 3.09 x 10⁻³
154 62681010154 62681010154 - N 6268.027 6268.050 1.81 5.36
3.09 x 10⁻³
155 62681010155 62681010155 - N 6268.027 6268.050 1.81 5.36
3.09 x 10⁻³
156 62681010156 62681010156 - N 6268.027 6268.050 1.81 5.36 3.09 x 10⁻³
157 62681010157 62681010157 - N 6268.027 6268.050 1.81 5.36
3.09 x 10⁻³
158 62681010158 62681010158 - N 6268.027 6268.050 1.81 5.36
3.09 x 10⁻³
159 62681010159 62681010159 - N 6268.027 6268.050 1.81 5.36 3.09 x 10⁻³
160 62681010160 62681010160 - N 6268.027 6268.050 2.45 3.68
2.96 x 10⁻³
161 62681010161 62681010161 - N 6268.002 6268.043 2.45 3.68
2.96 x 10⁻³
162 62681010162 62681010162 - N 6268.002 6268.043 2.45 3.68 2.96 x 10⁻³
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
We, the Geonet Manufacturer, hereby certify the following for the material sent to the above referenced project :
TN 330-2-6
Cliffside Duke Ash Landfill, NC
Geonet Roll
Number
Transmissivity
(m2/sec)
Resin Lot
Number
Geonet
Density
(gm/cc)
Mass Per Unit
Area
(lb/ft2)
Thickness
(mils)
Carbon Black
(%)
Tensile
Strength
(MD)
(lb/in)
62681010136 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010137 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010138 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010139 - N ECUX 881961 0.9529 0.371 355 2.25 129
62681010140 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010141 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010142 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010143 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010144 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010145 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010146 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010147 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010148 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010149 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010150 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010151 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010152 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010153 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010154 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010155 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010156 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010157 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010158 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010159 - N ECUX 881961 0.9523 0.377 363 2.72 134
62681010160 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010161 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010162 - N ECUX 881961 0.9530 0.379 361 2.69 130
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
Side A Side B Minimum Average
TN 330-2-6
Roll Geocomposite
Roll Number
Cliffside Duke Ash Landfill, NC
Geotextile Roll Number
We, the Geocomposite Manufacturer, hereby certify the following for the material delivered to the above
referenced project :

Geonet Roll
Number
Ply Adhesion
(lb/in)
Geocomposite
Transmissivity
(m2/sec)
163 62681010163 62681010163 - N 6268.002 6268.043 2.45 3.68
2.96 x 10⁻³
164 62681010164 62681010164 - N 6268.002 6268.043 2.45 3.68 2.96 x 10⁻³
165 62681010165 62681010165 - N 6268.002 6268.043 2.45 3.68
2.96 x 10⁻³
166 62681010166 62681010166 - N 6268.002 6268.043 2.45 3.68
2.96 x 10⁻³
167 62681010167 62681010167 - N 6268.002 6268.043 2.45 3.68 2.96 x 10⁻³
168 62681010168 62681010168 - N 6268.002 6268.043 2.45 3.68
2.96 x 10⁻³
169 62681010169 62681010169 - N 6268.049 6268.045 2.45 3.68
2.96 x 10⁻³
170 62681010170 62681010170 - N 6268.049 6268.045 2.45 3.68 2.96 x 10⁻³
171 62681010171 62681010171 - N 6268.049 6268.045 2.45 3.68 2.96 x 10⁻³
172 62681010172 62681010172 - N 6268.049 6268.045 2.45 3.68
2.96 x 10⁻³
173 62681010173 62681010173 - N 6268.049 6268.045 2.45 3.68 2.96 x 10⁻³
174 62681010174 62681010174 - N 6268.049 6268.045 2.45 3.68 2.96 x 10⁻³
175 62681010175 62681010175 - N 6268.049 6268.045 2.45 3.68
2.96 x 10⁻³
176 62681010176 62681010176 - N 6268.049 6268.045 2.45 3.68
2.96 x 10⁻³
177 62681010177 62681010177 - N 6268.012 6268.039 2.45 3.68 2.96 x 10⁻³
178 62681010178 62681010178 - N 6268.012 6268.039 2.45 3.68
2.96 x 10⁻³
179 62681010179 62681010179 - N 6268.012 6268.039 2.45 3.68
2.96 x 10⁻³
180 62681010180 62681010180 - N 6268.012 6268.039 1.77 5.17 2.96 x 10⁻³
181 62681010181 62681010181 - N 6268.012 6268.039 1.77 5.17
2.96 x 10⁻³
182 62681010182 62681010182 - N 6268.012 6268.039 1.77 5.17
2.96 x 10⁻³
183 62681010183 62681010183 - N 6268.012 6268.039 1.77 5.17 2.96 x 10⁻³
184 62681010184 62681010184 - N 6268.012 6268.039 1.77 5.17
2.96 x 10⁻³
185 62681010185 62681010185 - N 6268.003 6268.013 1.77 5.17
2.96 x 10⁻³
186 62681010186 62681010186 - N 6268.003 6268.013 1.77 5.17 2.96 x 10⁻³
187 62681010187 62681010187 - N 6268.003 6268.013 1.77 5.17
2.96 x 10⁻³
188 62681010188 62681010188 - N 6268.003 6268.013 1.77 5.17
2.96 x 10⁻³
189 62681010189 62681010189 - N 6268.003 6268.013 1.77 5.17 2.96 x 10⁻³
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
We, the Geonet Manufacturer, hereby certify the following for the material sent to the above referenced project :
TN 330-2-6
Cliffside Duke Ash Landfill, NC
Geonet Roll
Number
Transmissivity
(m2/sec)
Resin Lot
Number
Geonet
Density
(gm/cc)
Mass Per Unit
Area
(lb/ft2)
Thickness
(mils)
Carbon Black
(%)
Tensile
Strength
(MD)
(lb/in)
62681010163 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010164 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010165 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010166 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010167 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010168 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010169 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010170 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010171 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010172 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010173 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010174 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010175 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010176 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010177 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010178 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010179 - N ECUX 881961 0.9530 0.379 361 2.69 130
62681010180 - N ECUX 881961 0.9525 0.370 358 2.31 132
62681010181 - N ECUX 881961 0.9525 0.370 358 2.31 132
62681010182 - N ECUX 881961 0.9525 0.370 358 2.31 132
62681010183 - N ECUX 881961 0.9525 0.370 358 2.31 132
62681010184 - N ECUX 881961 0.9525 0.370 358 2.31 132
62681010185 - N ECUX 881961 0.9525 0.370 358 2.31 132
62681010186 - N ECUX 881961 0.9525 0.370 358 2.31 132
62681010187 - N ECUX 881961 0.9525 0.370 358 2.31 132
62681010188 - N ECUX 881961 0.9525 0.370 358 2.31 132
62681010189 - N ECUX 881961 0.9525 0.370 358 2.31 132
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
Side A Side B Minimum Average
TN 330-2-6
Roll Geocomposite
Roll Number
Cliffside Duke Ash Landfill, NC
Geotextile Roll Number
We, the Geocomposite Manufacturer, hereby certify the following for the material delivered to the above
referenced project :

Geonet Roll
Number
Ply Adhesion
(lb/in)
Geocomposite
Transmissivity
(m2/sec)
190 62681010190 62681010190 - N 6268.003 6268.013 1.77 5.17
2.96 x 10⁻³
191 62681010191 62681010191 - N 6268.003 6268.013 1.77 5.17 2.96 x 10⁻³
192 62681010192 62681010192 - N 6268.003 6268.013 1.77 5.17
2.96 x 10⁻³
193 62681010193 62681010193 - N 6268.009 6268.028 1.77 5.17
2.96 x 10⁻³
194 62681010194 62681010194 - N 6268.009 6268.028 1.77 5.17 2.96 x 10⁻³
195 62681010195 62681010195 - N 6268.009 6268.028 1.77 5.17
2.96 x 10⁻³
196 62681010196 62681010196 - N 6268.009 6268.028 1.77 5.17
2.96 x 10⁻³
197 62681010197 62681010197 - N 6268.009 6268.028 1.77 5.17 2.96 x 10⁻³
198 62681010198 62681010198 - N 6268.009 6268.028 1.77 5.17 2.96 x 10⁻³
199 62681010199 62681010199 - N 6268.009 6268.028 1.77 5.17
2.96 x 10⁻³
200 62681010200 62681010200 - N 6268.009 6268.028 2.27 5.19 3.22 x 10⁻³
201 62681010201 62681010201 - N 6268.082 6268.080 2.27 5.19 3.22 x 10⁻³
202 62681010202 62681010202 - N 6268.082 6268.080 2.27 5.19
3.22 x 10⁻³
203 62681010203 62681010203 - N 6268.082 6268.080 2.27 5.19
3.22 x 10⁻³
204 62681010204 62681010204 - N 6268.082 6268.080 2.27 5.19 3.22 x 10⁻³
205 62681010205 62681010205 - N 6268.082 6268.080 2.27 5.19
3.22 x 10⁻³
206 62681010206 62681010206 - N 6268.082 6268.080 2.27 5.19
3.22 x 10⁻³
207 62681010207 62681010207 - N 6268.082 6268.080 2.27 5.19 3.22 x 10⁻³
208 62681010208 62681010208 - N 6268.082 6268.080 2.27 5.19
3.22 x 10⁻³
209 62681010209 62681010209 - N 6268.072 6268.057 2.27 5.19
3.22 x 10⁻³
210 62681010210 62681010210 - N 6268.072 6268.057 2.27 5.19 3.22 x 10⁻³
211 62681010211 62681010211 - N 6268.072 6268.057 2.27 5.19
3.22 x 10⁻³
212 62681010212 62681010212 - N 6268.072 6268.057 2.27 5.19
3.22 x 10⁻³
213 62681010213 62681010213 - N 6268.072 6268.057 2.27 5.19 3.22 x 10⁻³
214 62681010214 62681010214 - N 6268.072 6268.057 2.27 5.19
3.22 x 10⁻³
215 62681010215 62681010215 - N 6268.072 6268.057 2.27 5.19
3.22 x 10⁻³
216 62681010216 62681010216 - N 6268.072 6268.057 2.27 5.19 3.22 x 10⁻³
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
We, the Geonet Manufacturer, hereby certify the following for the material sent to the above referenced project :
TN 330-2-6
Cliffside Duke Ash Landfill, NC
Geonet Roll
Number
Transmissivity
(m2/sec)
Resin Lot
Number
Geonet
Density
(gm/cc)
Mass Per Unit
Area
(lb/ft2)
Thickness
(mils)
Carbon Black
(%)
Tensile
Strength
(MD)
(lb/in)
62681010190 - N ECUX 881961 0.9525 0.370 358 2.31 132
62681010191 - N ECUX 881961 0.9525 0.370 358 2.31 132
62681010192 - N ECUX 881961 0.9525 0.370 358 2.31 132
62681010193 - N ECUX 881961 0.9525 0.370 358 2.31 132
62681010194 - N ECUX 881961 0.9525 0.370 358 2.31 132
62681010195 - N ELTX 2273 0.9549 0.370 358 2.31 132
62681010196 - N ELTX 2273 0.9549 0.370 358 2.31 132
62681010197 - N ELTX 2273 0.9549 0.370 358 2.31 132
62681010198 - N ELTX 2273 0.9549 0.370 358 2.31 132
62681010199 - N ELTX 2273 0.9549 0.370 358 2.31 132
62681010200 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010201 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010202 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010203 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010204 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010205 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010206 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010207 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010208 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010209 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010210 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010211 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010212 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010213 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010214 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010215 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010216 - N ELTX 2273 0.9551 0.366 362 2.40 128
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
Side A Side B Minimum Average
TN 330-2-6
Roll Geocomposite
Roll Number
Cliffside Duke Ash Landfill, NC
Geotextile Roll Number
We, the Geocomposite Manufacturer, hereby certify the following for the material delivered to the above
referenced project :

Geonet Roll
Number
Ply Adhesion
(lb/in)
Geocomposite
Transmissivity
(m2/sec)
217 62681010217 62681010217 - N 6268.075 6268.064 2.27 5.19
3.22 x 10⁻³
218 62681010218 62681010218 - N 6268.075 6268.064 2.27 5.19 3.22 x 10⁻³
219 62681010219 62681010219 - N 6268.075 6268.064 2.27 5.19
3.22 x 10⁻³
220 62681010220 62681010220 - N 6268.075 6268.064 2.11 4.33
3.22 x 10⁻³
221 62681010221 62681010221 - N 6268.075 6268.064 2.11 4.33 3.22 x 10⁻³
222 62681010222 62681010222 - N 6268.075 6268.064 2.11 4.33
3.22 x 10⁻³
223 62681010223 62681010223 - N 6268.075 6268.064 2.11 4.33
3.22 x 10⁻³
224 62681010224 62681010224 - N 6268.075 6268.064 2.11 4.33 3.22 x 10⁻³
225 62681010225 62681010225 - N 6268.053 6268.055 2.11 4.33 3.22 x 10⁻³
226 62681010226 62681010226 - N 6268.053 6268.055 2.11 4.33
3.22 x 10⁻³
227 62681010227 62681010227 - N 6268.053 6268.055 2.11 4.33 3.22 x 10⁻³
228 62681010228 62681010228 - N 6268.053 6268.055 2.11 4.33 3.22 x 10⁻³
229 62681010229 62681010229 - N 6268.053 6268.055 2.11 4.33
3.22 x 10⁻³
230 62681010230 62681010230 - N 6268.053 6268.055 2.11 4.33
3.22 x 10⁻³
231 62681010231 62681010231 - N 6268.053 6268.055 2.11 4.33 3.22 x 10⁻³
232 62681010232 62681010232 - N 6268.053 6268.055 2.11 4.33
3.22 x 10⁻³
233 62681010233 62681010233 - N 6268.070 6268.052 2.11 4.33
3.22 x 10⁻³
234 62681010234 62681010234 - N 6268.070 6268.052 2.11 4.33 3.22 x 10⁻³
235 62681010235 62681010235 - N 6268.070 6268.052 2.11 4.33
3.22 x 10⁻³
236 62681010236 62681010236 - N 6268.070 6268.052 2.11 4.33
3.22 x 10⁻³
237 62681010237 62681010237 - N 6268.070 6268.052 2.11 4.33 3.22 x 10⁻³
238 62681010238 62681010238 - N 6268.070 6268.052 2.11 4.33
3.22 x 10⁻³
239 62681010239 62681010239 - N 6268.070 6268.052 2.11 4.33
3.22 x 10⁻³
240 62681010240 62681010240 - N 6268.070 6268.052 1.98 5.08 2.88 x 10⁻³
241 62681010241 62681010241 - N 6268.067 6268.077 1.98 5.08
2.88 x 10⁻³
242 62681010242 62681010242 - N 6268.067 6268.077 1.98 5.08
2.88 x 10⁻³
243 62681010243 62681010243 - N 6268.067 6268.077 1.98 5.08 2.88 x 10⁻³
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
We, the Geonet Manufacturer, hereby certify the following for the material sent to the above referenced project :
TN 330-2-6
Cliffside Duke Ash Landfill, NC
Geonet Roll
Number
Transmissivity
(m2/sec)
Resin Lot
Number
Geonet
Density
(gm/cc)
Mass Per Unit
Area
(lb/ft2)
Thickness
(mils)
Carbon Black
(%)
Tensile
Strength
(MD)
(lb/in)
62681010217 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010218 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010219 - N ELTX 2273 0.9551 0.366 362 2.40 128
62681010220 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010221 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010222 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010223 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010224 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010225 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010226 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010227 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010228 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010229 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010230 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010231 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010232 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010233 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010234 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010235 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010236 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010237 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010238 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010239 - N ELTX 2273 0.9548 0.372 357 2.59 139
62681010240 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010241 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010242 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010243 - N ELTX 2273 0.9556 0.374 365 2.43 127
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
Side A Side B Minimum Average
TN 330-2-6
Roll Geocomposite
Roll Number
Cliffside Duke Ash Landfill, NC
Geotextile Roll Number
We, the Geocomposite Manufacturer, hereby certify the following for the material delivered to the above
referenced project :

Geonet Roll
Number
Ply Adhesion
(lb/in)
Geocomposite
Transmissivity
(m2/sec)
244 62681010244 62681010244 - N 6268.067 6268.077 1.98 5.08
2.88 x 10⁻³
245 62681010245 62681010245 - N 6268.067 6268.077 1.98 5.08 2.88 x 10⁻³
246 62681010246 62681010246 - N 6268.067 6268.077 1.98 5.08
2.88 x 10⁻³
247 62681010247 62681010247 - N 6268.067 6268.077 1.98 5.08
2.88 x 10⁻³
248 62681010248 62681010248 - N 6268.067 6268.077 1.98 5.08 2.88 x 10⁻³
249 62681010249 62681010249 - N 6268.059 6268.054 1.98 5.08
2.88 x 10⁻³
250 62681010250 62681010250 - N 6268.059 6268.054 1.98 5.08
2.88 x 10⁻³
251 62681010251 62681010251 - N 6268.059 6268.054 1.98 5.08 2.88 x 10⁻³
252 62681010252 62681010252 - N 6268.059 6268.054 1.98 5.08 2.88 x 10⁻³
253 62681010253 62681010253 - N 6268.059 6268.054 1.98 5.08
2.88 x 10⁻³
254 62681010254 62681010254 - N 6268.059 6268.054 1.98 5.08 2.88 x 10⁻³
255 62681010255 62681010255 - N 6268.059 6268.054 1.98 5.08 2.88 x 10⁻³
256 62681010256 62681010256 - N 6268.059 6268.054 1.98 5.08
2.88 x 10⁻³
257 62681010257 62681010257 - N 6268.065 6268.068 1.98 5.08
2.88 x 10⁻³
258 62681010258 62681010258 - N 6268.065 6268.068 1.98 5.08 2.88 x 10⁻³
259 62681010259 62681010259 - N 6268.065 6268.068 1.98 5.08
2.88 x 10⁻³
260 62681010260 62681010260 - N 6268.065 6268.068 2.25 3.94
2.88 x 10⁻³
261 62681010261 62681010261 - N 6268.065 6268.068 2.25 3.94 2.88 x 10⁻³
262 62681010262 62681010262 - N 6268.065 6268.068 2.25 3.94
2.88 x 10⁻³
263 62681010263 62681010263 - N 6268.065 6268.068 2.25 3.94
2.88 x 10⁻³
264 62681010264 62681010264 - N 6268.065 6268.068 2.25 3.94 2.88 x 10⁻³
265 62681010265 62681010265 - N 6268.078 6268.073 2.25 3.94
2.88 x 10⁻³
266 62681010266 62681010266 - N 6268.078 6268.073 2.25 3.94
2.88 x 10⁻³
267 62681010267 62681010267 - N 6268.078 6268.073 2.25 3.94 2.88 x 10⁻³
268 62681010268 62681010268 - N 6268.078 6268.073 2.25 3.94
2.88 x 10⁻³
269 62681010269 62681010269 - N 6268.078 6268.073 2.25 3.94
2.88 x 10⁻³
270 62681010270 62681010270 - N 6268.078 6268.073 2.25 3.94 2.88 x 10⁻³
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
We, the Geonet Manufacturer, hereby certify the following for the material sent to the above referenced project :
TN 330-2-6
Cliffside Duke Ash Landfill, NC
Geonet Roll
Number
Transmissivity
(m2/sec)
Resin Lot
Number
Geonet
Density
(gm/cc)
Mass Per Unit
Area
(lb/ft2)
Thickness
(mils)
Carbon Black
(%)
Tensile
Strength
(MD)
(lb/in)
62681010244 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010245 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010246 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010247 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010248 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010249 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010250 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010251 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010252 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010253 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010254 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010255 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010256 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010257 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010258 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010259 - N ELTX 2273 0.9556 0.374 365 2.43 127
62681010260 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010261 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010262 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010263 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010264 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010265 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010266 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010267 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010268 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010269 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010270 - N ELTX 2273 0.9552 0.378 360 2.52 131
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
Side A Side B Minimum Average
TN 330-2-6
Roll Geocomposite
Roll Number
Cliffside Duke Ash Landfill, NC
Geotextile Roll Number
We, the Geocomposite Manufacturer, hereby certify the following for the material delivered to the above
referenced project :

Geonet Roll
Number
Ply Adhesion
(lb/in)
Geocomposite
Transmissivity
(m2/sec)
271 62681010271 62681010271 - N 6268.078 6268.073 2.25 3.94
2.88 x 10⁻³
272 62681010272 62681010272 - N 6268.078 6268.073 2.25 3.94 2.88 x 10⁻³
273 62681010273 62681010273 - N 6268.076 6268.051 2.25 3.94
2.88 x 10⁻³
274 62681010274 62681010274 - N 6268.076 6268.051 2.25 3.94
2.88 x 10⁻³
275 62681010275 62681010275 - N 6268.076 6268.051 2.25 3.94 2.88 x 10⁻³
276 62681010276 62681010276 - N 6268.076 6268.051 2.25 3.94
2.88 x 10⁻³
277 62681010277 62681010277 - N 6268.076 6268.051 2.25 3.94
2.88 x 10⁻³
278 62681010278 62681010278 - N 6268.076 6268.051 2.25 3.94 2.88 x 10⁻³
279 62681010279 62681010279 - N 6268.076 6268.051 2.25 3.94 2.88 x 10⁻³
280 62681010280 62681010280 - N 6268.076 6268.051 2.00 5.07
3.02 x 10⁻³
281 62681010281 62681010281 - N 6268.069 6268.079 2.00 5.07 3.02 x 10⁻³
282 62681010282 62681010282 - N 6268.069 6268.079 2.00 5.07 3.02 x 10⁻³
283 62681010283 62681010283 - N 6268.069 6268.079 2.00 5.07
3.02 x 10⁻³
284 62681010284 62681010284 - N 6268.069 6268.079 2.00 5.07
3.02 x 10⁻³
285 62681010285 62681010285 - N 6268.069 6268.079 2.00 5.07 3.02 x 10⁻³
286 62681010286 62681010286 - N 6268.069 6268.079 2.00 5.07
3.02 x 10⁻³
287 62681010287 62681010287 - N 6268.069 6268.079 2.00 5.07
3.02 x 10⁻³
288 62681010288 62681010288 - N 6268.069 6268.079 2.00 5.07 3.02 x 10⁻³
289 62681010289 62681010289 - N 6268.074 6268.081 2.00 5.07
3.02 x 10⁻³
290 62681010290 62681010290 - N 6268.074 6268.081 2.00 5.07
3.02 x 10⁻³
291 62681010291 62681010291 - N 6268.074 6268.081 2.00 5.07 3.02 x 10⁻³
292 62681010292 62681010292 - N 6268.074 6268.081 2.00 5.07
3.02 x 10⁻³
293 62681010293 62681010293 - N 6268.074 6268.081 2.00 5.07
3.02 x 10⁻³
294 62681010294 62681010294 - N 6268.074 6268.081 2.00 5.07 3.02 x 10⁻³
295 62681010295 62681010295 - N 6268.074 6268.081 2.00 5.07
3.02 x 10⁻³
296 62681010296 62681010296 - N 6268.074 6268.081 2.00 5.07
3.02 x 10⁻³
297 62681010297 62681010297 - N 6268.062 6268.063 2.00 5.07 3.02 x 10⁻³
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
We, the Geonet Manufacturer, hereby certify the following for the material sent to the above referenced project :
TN 330-2-6
Cliffside Duke Ash Landfill, NC
Geonet Roll
Number
Transmissivity
(m2/sec)
Resin Lot
Number
Geonet
Density
(gm/cc)
Mass Per Unit
Area
(lb/ft2)
Thickness
(mils)
Carbon Black
(%)
Tensile
Strength
(MD)
(lb/in)
62681010271 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010272 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010273 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010274 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010275 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010276 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010277 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010278 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010279 - N ELTX 2273 0.9552 0.378 360 2.52 131
62681010280 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010281 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010282 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010283 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010284 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010285 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010286 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010287 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010288 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010289 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010290 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010291 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010292 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010293 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010294 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010295 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010296 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010297 - N ELTX 2273 0.9550 0.370 356 2.63 137
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
Side A Side B Minimum Average
TN 330-2-6
Roll Geocomposite
Roll Number
Cliffside Duke Ash Landfill, NC
Geotextile Roll Number
We, the Geocomposite Manufacturer, hereby certify the following for the material delivered to the above
referenced project :

Geonet Roll
Number
Ply Adhesion
(lb/in)
Geocomposite
Transmissivity
(m2/sec)
298 62681010298 62681010298 - N 6268.062 6268.063 2.00 5.07
3.02 x 10⁻³
299 62681010299 62681010299 - N 6268.062 6268.063 2.00 5.07 3.02 x 10⁻³
300 62681010300 62681010300 - N 6268.062 6268.063 2.42 4.15
3.02 x 10⁻³
301 62681010301 62681010301 - N 6268.062 6268.063 2.42 4.15
3.02 x 10⁻³
302 62681010302 62681010302 - N 6268.062 6268.063 2.42 4.15 3.02 x 10⁻³
303 62681010303 62681010303 - N 6268.062 6268.063 2.42 4.15
3.02 x 10⁻³
304 62681010304 62681010304 - N 6268.062 6268.063 2.42 4.15
3.02 x 10⁻³
305 62681010305 62681010305 - N 6268.056 6268.066 2.42 4.15 3.02 x 10⁻³
306 62681010306 62681010306 - N 6268.056 6268.066 2.42 4.15 3.02 x 10⁻³
307 62681010307 62681010307 - N 6268.056 6268.066 2.42 4.15
3.02 x 10⁻³
308 62681010308 62681010308 - N 6268.056 6268.066 2.42 4.15 3.02 x 10⁻³
309 62681010309 62681010309 - N 6268.056 6268.066 2.42 4.15 3.02 x 10⁻³
310 62681010310 62681010310 - N 6268.056 6268.066 2.42 4.15
3.02 x 10⁻³
311 62681010311 62681010311 - N 6268.056 6268.066 2.42 4.15
3.02 x 10⁻³
312 62681010312 62681010312 - N 6268.056 6268.066 2.42 4.15 3.02 x 10⁻³
313 62681010313 62681010313 - N 6268.061 6268.060 2.42 4.15
3.02 x 10⁻³
314 62681010314 62681010314 - N 6268.061 6268.060 2.42 4.15
3.02 x 10⁻³
315 62681010315 62681010315 - N 6268.061 6268.060 2.42 4.15 3.02 x 10⁻³
316 62681010316 62681010316 - N 6268.061 6268.060 2.42 4.15
3.02 x 10⁻³
317 62681010317 62681010317 - N 6268.061 6268.060 2.42 4.15
3.02 x 10⁻³
318 62681010318 62681010318 - N 6268.061 6268.060 2.42 4.15 3.02 x 10⁻³
319 62681010319 62681010319 - N 6268.061 6268.060 2.42 4.15
3.02 x 10⁻³
320 62681010320 62681010320 - N 6268.061 6268.060 1.86 4.47
2.77 x 10⁻³
321 62681010321 62681010321 - N 6268.071 6268.058 1.86 4.47 2.77 x 10⁻³
322 62681010322 62681010322 - N 6268.071 6268.058 1.86 4.47
2.77 x 10⁻³
323 62681010323 62681010323 - N 6268.071 6268.058 1.86 4.47
2.77 x 10⁻³
324 62681010324 62681010324 - N 6268.071 6268.058 1.86 4.47 2.77 x 10⁻³
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Product :
Project :
We, the Geonet Manufacturer, hereby certify the following for the material sent to the above referenced project :
TN 330-2-6
Cliffside Duke Ash Landfill, NC
Geonet Roll
Number
Transmissivity
(m2/sec)
Resin Lot
Number
Geonet
Density
(gm/cc)
Mass Per Unit
Area
(lb/ft2)
Thickness
(mils)
Carbon Black
(%)
Tensile
Strength
(MD)
(lb/in)
62681010298 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010299 - N ELTX 2273 0.9550 0.370 356 2.63 137
62681010300 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010301 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010302 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010303 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010304 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010305 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010306 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010307 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010308 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010309 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010310 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010311 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010312 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010313 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010314 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010315 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010316 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010317 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010318 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010319 - N ELTX 2273 0.9554 0.373 363 2.57 130
62681010320 - N ELTX 2273 0.9557 0.367 367 2.64 138
62681010321 - N ELTX 2273 0.9557 0.367 367 2.64 138
62681010322 - N ELTX 2273 0.9557 0.367 367 2.64 138
62681010323 - N ELTX 2273 0.9557 0.367 367 2.64 138
62681010324 - N ELTX 2273 0.9557 0.367 367 2.64 138
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Client:Job #6268
Project:
Product:
Test Configuration:
Normal Load:15000
Gradient:0.05
Seating Time:100 hours
Flow Direction:MD
Test Results:
62681010001
62681010040
62681010080
62681010120
62681010160
62681010200
62681010240
62681010280
62681010320
ASTM D 4716
3.37 x 10⁻³
Chesapeake Containment Systems, Inc.
Test Information:
Boundary Conditions:
Roll No.Pressure, psf Transmissivity, m2/sec
100 hours
Soil
Geocomposite
Geomembrane
Cliffside Duke Ash Landfill, NC
TN 330-2-6
2.91 x 10⁻³
3.18 x 10⁻³
3.09 x 10⁻³
Gradient
2.88 x 10⁻³
3.02 x 10⁻³
2.77 x 10⁻³
0.05 2.96 x 10⁻³
3.22 x 10⁻³
15000
571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
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Product :
Project :
lbs.
6268.033 6.30 163 179 477 70 133
6268.004 6.35 165 172 488 70 136
6268.029 6.28 161 170 486 70 133
6268.031 6.28 161 170 486 70 133
6268.016 6.39 168 176 482 70 136
6268.024 6.70 171 177 493 70 133
6268.018 6.39 168 176 482 70 136
6268.020 6.27 164 173 478 70 133
6268.027 6.70 171 177 493 70 133
6268.050 6.21 161 180 483 70 135
6268.009 6.32 162 175 481 70 136
6268.028 6.28 161 170 486 70 133
6268.070 6.41 168 171 479 70 133
6268.052 6.29 171 176 491 70 135
6268.076 6.61 167 177 480 70 133
6268.051 6.21 161 180 483 70 135
6268.061 6.42 164 170 500 70 133
6268.060 6.42 164 170 500 70 133
62681010240
62681010280
62681010320
62681010200
AOS
us sieve
XMD
TENSILE
lbs.
CBR
PUNCTURE
62681010040
62681010080
62681010120
62681010160
62681010001
GEOCOMP
ROLL#
FABRIC
ROLL#
WEIGHT
oz/yd2
We, the Geocomposite Manufacturer, hereby certify the following for the material delivered to the
above referenced project :
Cliffside Duke Ash Landfill, NC
MD
TENSILE
lbs.
WATER-
FLOW
gpm/ft2
TN 330-2-6

571 Industrial Parkway, Commerce, GA 30529 Ph : 706-336-7000 Fax : [phone] Email : [e-mail]
Appendix E-3
Composite Drainage Net

Receiving Log
Appendix E-4
Composite Drainage Net

Conformance Testing
Appendix F-1
Leachate Collection System

28-oz Fabric Pad
Manufacturer’s Certification Reports
Appendix F-2
Leachate Collection System

28-oz Fabric Pad
Conformance Testing
Appendix F-3
Leachate Collection System

8-oz Filter Fabric
Manufacturer’s Certification Reports
Appendix F-4
Leachate Collection System

8-oz Filter Fabric
Conformance Testing
Appendix F-5
Leachate Collection System

Inspection Report
JETCLEAN AMERICA
HIGH PRESSURE WATER JETTING 7538 DUNBRIDGE DRIVE
EXPLOSION PROOF VIDEO INSPECTION ODESSA, FL 33556
VACUUM TRUCK SERVICES T: 800-226-8013 / F: 813-926-4616
WWW.JETCLEANAMERICA.COM [e-mail]

Morgan Corp.
Duke Energy - Cliffside CCP Landfill
Phase 2 Expansion
New Leachate & Force Main Piping

Work Performed
January 2016 - February 2016

Conducted By:
Jetclean America
800-226-8013

JETCLEAN AMERICA
HIGH PRESSURE WATER JETTING 7538 DUNBRIDGE DRIVE
EXPLOSION PROOF VIDEO INSPECTION ODESSA, FL 33556
VACUUM TRUCK SERVICES T: 800-226-8013 / F: 813-926-4616
WWW.JETCLEANAMERICA.COM [e-mail]

REPORT

DATE : 2/15/2016
TO : Jacob Hansen – Morgan Corp.
FROM : Ralph Calistri ([e-mail])
SUBJECT : Duke Energy - Cliffside CCP Landfill - Phase 2 - New LCS & FM Piping

Jetclean America completed the high-pressure water-jetting and explosion-proof video-
inspection of the new Phase 2 HDPE leachate collection and force main piping on 2/12/2016.
Included with this report is the applicable Jetting Log, Pipe Graphic Reports, and video-
inspection footage in .MP4 format.

High-pressure Water-jetting:
The new Phase 2 HDPE leachate collection & force main piping was jetcleaned in its entirety,
and was blockage free upon completion.

ACHIEVED
LOCATION DISTANCE (ft) COMMENTS
CC1 335' Entire Pipe Jetcleaned
CC2 830' Entire Pipe Jetcleaned
CC3 703' Entire Pipe Jetcleaned
CC4 598' Entire Pipe Jetcleaned
HC-1 975' Entire Pipe Jetcleaned From HC-1 and HC-4
HC-2 125' Entire Pipe Jetcleaned
HC-3 200' Entire Pipe Jetcleaned
HC-4 300' Entire Pipe Jetcleaned
HC-5 300' Entire Pipe Jetcleaned
Sump Right 210' Entire Pipe Jetcleaned
Sump Left 210' Entire Pipe Jetcleaned
F-1 500' Entire Pipe Jetcleaned
F-2 500' Entire Pipe Jetcleaned
F-3 475' Entire Pipe Jetcleaned
F-4 500' Entire Pipe Jetcleaned
F-5 475' Entire Pipe Jetcleaned
F-6 475' Entire Pipe Jetcleaned
F-7 375' Entire Pipe Jetcleaned
F-8 20' Entire Pipe Jetcleaned
F-9 425' Entire Pipe Jetcleaned

Explosion-proof Video-inspection:
After jetcleaning was completed, the above piping was video-inspected using certified explosion-
proof equipment (see Pipe Graphic Reports and inspection footage). With the exception of pipes
CC-2, CC-3, CC-4, and HC-1, all other pipes were video-inspected in entirety. In pipes CC-2,
CC-3, and CC-4, the inspection crawler could not proceed past fusion welds at the 595.5', 619.3',
and 503.6' marks respectively (see video footage). In pipe HC-1, the inspection crawler could not
proceed across the header's intersection with pipe CC-2 (see video footage). Including these
occurrences, approximately 90% of the new piping was still surveyed. All areas of the piping
viewed with the inspection-camera appeared to be in good condition, with no defects noted. In
any areas of the piping where the camera was under liquid, with obscured or limited video
picture, or in any areas that could not be reached with the inspection camera, the fact that the
high-pressure water-jetting nozzle was not restricted in any way offers good evidence that those
areas of the piping are also in good working order.

Please call us with questions or concerns.

Regards,
DU
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E
D

D
R
A
W
I
N
G

D
E
C
E
M
B
E
R

2
0
1
4
Ph
2
PH
A
S
E

I
I
C-
4
HD
P
E

L
I
N
E
R

A
N
D

L
E
A
C
H
A
T
E

C
O
L
L
E
C
T
I
O
N

AN
D

R
E
M
O
V
A
L

S
Y
S
T
E
M

(
L
C
R
S
)

P
L
A
N
N
HC-Of PLR forDic
Work Order Gontract Video Setup
Facility Opentor David Van Ref NG3 Surveyed On 0112612016
Street Name Duke Energy City
Locationtype. LANDFILL
Surface
Survey purpose Pre-acceptance - normally new sewec for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Circular
Material Polyethylene - High density
Llning
Schedule length
Slze 10 by
Joint spacing
Year laid 2015
Ft
lns
Ft
From HG'l Depth Ft
To HC-1A llepth Ft
Dlrcctlon Oownstream
Pre+fean Y l-ast cleaned 11261m16
General note
Location note
0.0 Ft
Start of Survey
Manhole/Node IHC-1]
Water level 0
497.7 Ft Survey abandoned
FLORIDA JETCLEAN Phone: 1800-226€013 Fax: 813-926-{616
Pipe Graphic Report of PLR HC-2 X Morgan
Itlork Order
Facility
Gontract Video Setup a
Operator David Van Ref NC-3 Surveyed On 0112812016
Street Name Duke Energy City
Location type LANDFILL
Surface
Survey purpose Pre-acceptance - nomally new sewers for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Gircular
Polyethylene - High densityMaterial
Lining
Schedule length
Size 10 by
Joint spacing
Year lald 2015
Ft
ins
Ft
From HC-2 Depth Ft
To HC-2A Depth Ft
Direction Downstream
Prc-clean Y lastcleaned 112812016
General note
LocaUon note
0.0 Ft
Start of Suruey
Manhole/Node IHC-2]
Water level 0
90.8 Ft Survey abandoned [Header]
FLORIDA JETCLEAN Phone: [phone]{013 Fax: [phone]
Graphic Report of PLR HC-34 D for Morgan
llYork Oder Gontract Video Setup {lf
Operator David Van Ref NG3 Surveyed On 0112912016Facility
Steet ltame Duke Energy City
Location type IANDFILL
Surface
Suruey purpose Pe'acceptance - normally new seti,ers for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Circular
Polyethylene - High densityMaterial
Lining
Schedule lenglh
Size 10 by
Joint spacing
Year laid 2015
Ft
ins
Ft
From HC-3 Depth Ft
To HG3A Depth Ft
Dirccfon Upstream
Prc+fean Y last cleaned 1P.AP.O16
General note
Location note
0.0 Ft
Start of Survey
Manhole/Node IHC-3]
Water level 0
724.8 Ft Survey abandoned [header]
FLORIDA JETCLEAN Phone: [phone]{013 Fax: [phone]
Of PLR HC-3A X for Morgan
fVork Order
Facility
Gontract Video Setup .|
Operator David Van Ref NG3 Surueyed On O2lOgf2O16
Street Name Clifbide Duke Energy City
Locatlon type ISNDFILL
Surface
Survey purpose Pre-acceptance - normally new sewers for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape
Material Polyethylene - High density
Lining
Schedule length
Size 10 by
Joint spacing
Year laid
Ft
tns
Ft
From HC-3 llepth Ft
To HC-3A Depth Ft
Dircctlon UPstream
Pre-clean last cleaned
General note
Location note
0.0 Ft
Start of Survey
Manhole/Node IHC-3]
Water level 0
179.3 Ft Survey abandoned lstopped @ cc-21
FLORIDA JETCLEAN Phone: 1800-226€0{3 Fax: [phone]
Pipe Graphic Report of PLR HC-4 S Morgan
Work Order Gontract Video Setup S .
Operator David Van Ref NG3 Surveyed On 0Z1212016Facillty
Stneet Name Cliffside Duke Energy City
Location type IANDFILL
Surface
Survey purpose Pre-acceptance - normally new sewes for adoption or private line Weatlrer Dry
Pipe Use LEACHATE
Shape Gircular
Polyethylene - High densityMaterial
Linlng
Schedule lengdr
Size 10 by
Joint spacing
Year laid
Ft
ins
Ft
Frum HC.4 llepth Ft
To HC-4A llepth Ft
Dircction Downstream
Pre+lean Y last cleaned
Geneal note
Location note
0.0 Ft
Start of Survey
Manhole/Node IHC-4]
Water level 0
321.6 Ft Survey abandoned lsump]
FLORIDA JETCLEAN Phone: [phone]{013 Fax: 813-926.{,616
TOf PLR for
Worft Order Contract Video Setup
Operator David Van Ref NC-3 Surueyed On 0A1Z2016Faclllty
Street Name Cliftside Duke Energy City
Location type I-ANDFILL
Surface
Suruey purpose Pre-acceptance - normally new sewerc for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Circular
Material Polyethylene - High density
Lining
Schedule length
Size 10 by
Jolnt spacing
Year laid
Ft
tna
Ft
From HCs Depth Ft
To HC-SA llepth Ft
Dircction Upstream
Pre+lean Y Last cleaned
General note
Location note
0.0 Ft
Start of Survey
Manhole/Node IHC-5]
Water level 0
279.6 Ft Survey abandoned
FLORIDA JETCLEAN Phone: [phone]{013 Fax: 813-926-f6l6
IG Of PLR CG-14 X for Morgan
Contract Video Setup IOperator David Van Ref NC-3 Surveyed On 0112812016Facility
Work Order
Street Name Duke Energy City
Location type I-ANDFILL
Surface
Survey purpose Pre-acceptance - normally ne$, sewers for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Circular
Material Polyethylene - High density
Lining
Schedule length
Size 10 by
Joint spacing
Year laid 2015
Ft
tns
Ft
From CC-l Depth Ft
To CC-1A llepth Ft
Direction Upstream
Pre+lean Y Last cleaned 112812016
General note
Location note
0.0 Ft
334.8 Ft Survey abandoned
Start of Survey
Manhole/Node [CC-1]
Water level 0
FLORIDA JETCLEAN Phone: [phone]{013 Fax: [phone]
Pipe Graphic Report of PLR CC-2A
0.0 Ft
Start of Survey
Manhole/Node [CC-2]
Water level 0
Morgan
Work Order
Facility
Gontract Video Setup fOperator David Van Ref NC-3 Surueyed On 0112912016
Street Name Duke Energy City
Location type LANDFILL
Surface
Survey purpose Pra.acceptance - normally nerv seu€rs for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Circular
Material Polyethylene - High density
Lining
Schedule length
SEe '10 by
Joint spacing
Year laid 2015
Ft
ins
Ft
From CC-z Depth Ft
To CC-2A Depth Ft
Direction Upstream
Prc+lean Y Last cleaned 112812016
General note
Location note
595,5 Ft Survey abandoned [Stuck at weld]
FLORIDA JETGLEAN Phone: [phone]{013 Fax: [phone]
Pipe Graphic Report of PLR CC-3A
0.0 Ft
Start of Suruey
Manhole/Node [CC-3]
Water level 0
Morgan
Work Order
Facility
Contract Video Setup fOperator David Van Ref NC-3 Surveyed On O1ngl2016
Street Name Duke Energy City
Location type LANDFILL
Surface
Survey purpose Pre-acceptanoe - normally new sevvers for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Circular
Material Potyethylene - High density
Lining
Schedule length
Size 10 by
Joint spacing
Year laid 2015
Ft
Ins
Ft
From CC-3 Depth Ft
To CC-3A llepth Ft
Dircctlon Upstream
Prc+lean Y last cleaned 112812016
General note
Location note
619.3 Ft Survey abandoned [Stuck at weld]
FLORIDA JETCLEAN Phone: [phone]{013 Fax: [phone]
Pipe Graphic Report of PLR CC4A
0.0 Ft
Morgan
Start of Survey
Manhole/Node [CC-4]
Water level 0
503.6 Ft Survey abandoned [at weldl
lVork Order Gontract Video Setup I
Facifity Operator David Van Ref NG3 Surveyed On 0211212016
Street Name Cliffside Duke Energy Caty
Location type IANDFILL
Surface
Survey purpose Pre-acceptance - normally new sewers for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Circular
Material Polyethylene - High density
Lining
Schedule length
Size '10 by
Joint spacing
Year laid
Ft
ins
Ft
From CC4 Depth Ft
To CC-4A Depth Ft
Direction Upstream
Prc+lean Y last cleaned
Geneal note
Location note
FLORIDA JETCLEAN Phone: [phone]{013 Far: 813-926-{616
Graphic Report of PLR SUMP LEFT for Morgan
Gontract Video Setup 2r
Operator David Van Ref NC-3 Surveyed On OAP|2016
Work Order
Facility
Street Name Clifbide Duke Energy City
Location type I-ANDFILL
Surface
Survey purpose Pre-acceptance - normally new se\,vers for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Circular
Polyethylene - High densigMaterial
Lining
Schedule length
Size 18 by
Joint spacing
Year laid
Ft
tns
Ft
From SUMP LEFT Depth Ft
To SUMP LEFTA llepth Ft
Dircction Downstream
Prc+lean Y Last cleaned
General note
Location note
0.0 Ft
Start of Survey
Manhole/Node [SUMP LEFT]
Water level 0
173.5 Ft Survey abandoned
FLORIDA JETCLEAN Phone: [phone]{013 Fax: [phone]
Graphic Report of PLR SUMP RIGHT for
Work Order Contract Video Setup {t
Facifity Operator David Van Ref NG3 Surueyed On 0Z1212016
Street Name Clifiside Duke Eneqy City
Location type LANDFILL
Surface
Survey purpose Pr+acceptance - normally new sewers for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Gircular
Polyethylene - High densityMaterial
Lining
Schedule leng(h
Size 18 by
Joint spacing
Year laid
Ft
Ins
Ft
From SUMP RIGHT Depth Ft
To SUMP RIGHTA [lepth Ft
Dircction Downstream
Prc+lean Y Last cleaned
General note
Location note
0.0 Ft
167.6 Ft Survey abandoned
Start of Survey
Manhole/Node [SUMP RIGHT]
Water level 0
FLORIDA JETCLEAN Phone: [phone]{013 Fax: 813€26-{616
Pipe Graphic Report of PLR F-1A X Morgan
Work Order Gontract Video Setup
Facility Operator David Van Ref NC-3 Surueyed On 0112812016
Strcet Name Duke Energy Caty
Location type LANDFILL
Surface
Survey purpose Pre-acceptance - normally new sewers for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Circular
Material Polyethylene - High density
Lining
Schedule length
Size 6 by
Joint spacing
Year laid 2015
Ft
tns
Ft
Frcm F-1 Depth Ft
To F-lA Depth Ft
Direction Upstream
Prc+lean Y Last cleaned 112812016
General note
Location note
0.0 Ft
Start of Survey
Manhole/Node IF-1]
Water level 0
288.1 Ft Survey abandoned [Cable Resistance]
FLORIDA JETCLEAN Phone: [phone]{013 Fax: 813-926-{,616
Plp€ Graphic Report of PLR F-24 X for Morgan
Work Oder
Facility
Gontract
Operator
setun fSurueyed On 0112812016David
Vldeo
Van Ref NC-3
Strcet Name Duke Energy City
Location type IANDFILL
Surface
Suruey purpose Pre-acceptance - nomally new seu,ers for adoption or private line Weather Dry
Pipe Use LF-ACHATE
Shape Gircular
Materlal Polyethylene - High density
Lining
Schedule lengdr
Slze 6 by
Joint spacing
Year laid 2015
Ft
Ins
Ft
From F-2 Depth Ft
To F-2A Depth Ft
Dlrcction Upstream
Prc+lean Y Last cleaned 112812016
General note
Location note
0.0 Ft
Start of Survey
Manhole/Node IF-2]
Water level 0
299.0 Ft Survey abandoned [Cable resistance]
FLORIDA JETCLEAN Phone: [phone]{013 Fax: 813-926-{616
F-3
0.0 Ft
Start oF Survey
Manhole/Node IF-3]
Water level 0
136.7 Ft : Survey abandoned [crossed over w F-1]
Plpe Graphac Fleport of PLR F-3 X for Morgan
Work Order Contract
Operator NC3 surveyT"Jn #r*o'uFacilityDavid
Video
Van Ref
Street l{ame Duke Energy City
Location type I-ANDFILL
Surface
Survey purpose Pre-acceplance - nomally neur sewerc for adoption or private line Weatlrer Dry
Pipe Use LEACHATE
Shape Circular
Polyethylene - High densityMaterial
Llning
Schedule length
Size 6 by
Joint spaclng
Year laid 2015
Ft
rns
Ft
Frpm F-3 Depth Ft
To F-34 Depth Ft
Dircctlon Downstream
Prc+fean Y Last cleaned 12EnO16
General note
Location note
FLORIDA JETCLEAN Phone: [phone]{013 Fax: 813-926{516
D
0.0 Ft
Start of Survey
Manhole/Node IF-4]
Water level 0
374.1 Ft Survey abandoned [Cable Resistance]
Plpe Graphac Report of PLR l--4 for Morgan
Work Order Contract Video Setup :
Facility Operator David Van Ref NC-3 Surveyed On 0112912016
Street Name Duke Energy City
Location type LANDFILL
Surface
Survey purpose Pre-acceptance - normally new sewers for adoption or private line Weatfier Dry
Pipe Use LEACHATE
Shape Circular
Material Polyethylene - High density
Lining
Schedule lengtr
Size 6 by
Joint spacing
Year laid 2015
Ft
ins
Ft
Frcm F4 Depth Ft
To F.4A llepth Ft
Dircction Downstream
Prc-clean Y tast cleaned 112812016
General note
Location note
FLORIDA JETCLEAN Phone: [phone]$013 Fax: [phone]
Pipe DF-5
0.0 Ft
Start of Suruey
Manhole/Node IF-5]
Water level 0
Graphac Of PLR for
Worlr Order Contract Video Setup lt-
Operator Davitj Van Ref NC-3 Surueyed On 01|292.016Facility
Street l{ame Duke Energy City
Location type I-ANDFILL
Surface
Surrey purpose Pre-acceptiance - nomally new sewes for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Circular
Material Polyethylene - Hlgh density
Lining
Schedule leng{fi
Size 6 by
Joint spacing
Year laid 2015
Ft
Ins
Ft
From F-5 Depth Ft
To F-54 Depth Ft
Dlrcction Downstream
Pre+lean Y last cleaned 1128120'16
General note
Location note
237.2 Ft Survey abandoned [Cable Resistance]
FLORIDA JETGLEAN Phone: [phone]{013 Fax: [phone]
Report of PLR F€A D for Morgan
ltlork Oder
Facility
Gontract Video Setup *
Opemtor David Van Ref NC-3 Surveyed On O1,2gn}1'f.
Street Name Duke Energy City
Location type I.ANDFILL
Surface
Survey purpose Pre.acceptance - normally new sewers for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Circular
Material Polyethylene - High density
Llning
Schedule length
Size 6 by
Joint spacing
Year laid 2015
Ft
ins
Ft
From F€ Depth Ft
To F6A Depth Ft
Dircction UPstream
Prc+fean Y Last cleaned 1EBno16
General note
Location note
0.0 Ft
Start of Survey
Manhole/Node IF-6]
Water level 0
346.5 Ft Survey abandoned lCable Resistance]
FLORIDA JETCLEAN Phone: 1800-226€013 Far 813-926461G
Pipe Graphic Report of PLR F-7 D Morgan
Work Order Contlact Video Setup ,Facifity Operator David Van Ref NC-3 Surueyed On 0112912016
Street Name Duke Energy City
Location type I-ANDFILL
Surface
Survey purpose Pre-acceptance - normally new sewers for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Circular
Polyethylene - High densityMaterial
Lining
Schedule length
Size 6 by
Joint spacing
Year laid 2015
Ft
ins
Ft
From F-7 Depti Ft
To F-74 Depth Ft
Dircction Downstream
Prc{fean Y last cleaned 112812016
General note
Location note
0.0 Ft
Start of Survey
Manhole/Node IF-7]
Water level 0
297 '6 Ft Survey abandoned [Cable Resistance]
FLORIDA JETCLEAN Phone: [phone]{013 Fax: [phone]
Pipe Graphic Report of PLR F-8A D Morgan
Work Order
Facility
Contract Video Setup -Jt
Operator David Van Ref NC-3 Surveyed On 0112912016
Strcet Name Duke Energy City
Location type LANDFILL
Surface
Survey purpose Pre-acceptance - normally new sesrers for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Circular
Material Polyethylene - High density
Lining
Schedule length
Size 6 by
Joint spacing
Year laid 2015
Ft
ins
Ft
From F-8 llepth Ft
To F€A Depth Ft
Dircction Upstream
Pre+fean Y Last cleaned 112812016
General note
Location note
0.0 Ft
Start of Survey
Manhole/Node IF-8]
Water level 0
18.6 Ft Survey abandoned [end]
FLORIDA JETCLEAN Phone: [phone]$013 Fax: [phone]
Pipe Graphic Report of PLR F-9 D Morgan
Work Order
Facility
Contract Video Setup -"?+
Operator David Van Ref NG3 Suweyed On 0112912016
Street Name Duke Energy City
Locationtype. LANDFILL
Surface
Survey purpose Pre-acceptance - normally new sewes for adoption or private line Weather Dry
Pipe Use LEACHATE
Shape Circular
Material Polyethylene - High density
Lining
Schedule length
Size 6 by
Joint spacing
Year laid 2015
FI
tns
Ft
From F-9 Depth Ft
To F-gA llepth Ft
Dircction Downstream
Pre+lean Y Last cleaned 112812016
General note
Location note
0.0 Ft
Start of Survey
Manhole/Node IF-9]
Water level 0
278.t Ft Survey abandoned [Cable Resistance]
FLORIDA JETCLEAN Phone: [phone]{013 Fax: 813€264616
Appendix F-6
Leachate Collection System

Forcemain Test Reports
Appendix G-1
Drawings

Phase II As-Built Drawing
Appendix G-2
Drawings

Protective Cover Layer Thickness
Verification Survey
Appendix G-3
Drawings

HDPE Geomembrane Panel Layout
As-Built Drawing
P174P175 P173 P172 P171 P170 P169 P167
P
0
6
5
P067 P063 P061
P
0
9
8
P
0
4
2
P
0
8
9
P
0
8
7
P0
5
8
P
0
8
5
P059 P057 P051
P
0
8
4
P
0
8
3
P
0
8
2
P
0
3
1
P029 P027P068P066P064P060P047P040P041P033P032P030 P028 P026 P009 P001 P002P043
P
0
8
6
P
0
8
1
P
0
8
0
P039P038P037P036P035P034P044P045P046P048P049P050P062P056P054P055P052P053
P
1
0
0
P
1
0
1
P
1
0
4
P
1
0
3
P
1
0
2
P
1
1
7
P
1
2
0
P
1
2
1
P12
8
P
1
2
4
P
1
2
9
P
1
3
2
P
1
3
9
P
1
4
4
P
1
4
0
P
1
4
5
P
1
5
5
P
1
5
4
P
1
5
2
P
1
5
1
P
1
5
0
P
1
4
9
P
1
4
8
P147
P
1
5
9
P
1
6
4
P
1
6
1
P
1
6
5
P
2
0
2
P
2
0
3
P
2
0
6
P
2
1
0
P
2
1
1
P
2
1
2
P
2
0
8
P
2
1
6
P
0
9
9
P
1
1
6
P
1
2
5
P
2
1
3
P
1
5
3
P115P118P119P122P123P126P127P130P131P138P143P146P158P160P163P166P201P204P205
P
2
0
7
P
2
0
9
P
2
1
4
P
2
1
5
P111P112P113P114P141P142P156P157P162P168 P108P109P110 P107 P106 P105P176P177P178P179P180P181P182P183P184
P185
P186
P187
P188
P18
9
P190
P191
P192
P193
P194
P195
P196
P200
P199
P198
P197
P259
P256
P255
P254
P253
P
2
5
8
P
2
5
7
P
2
5
2
P
2
5
1
P
2
5
0
P
2
4
9
P
2
4
8
P
2
4
7
P
2
4
6
P
2
4
5
P
2
4
4
P
2
4
3
P
2
4
2
P
2
4
1
P
2
3
9
P
2
4
0
P
2
3
8
P
2
2
9
P
2
2
8
P
2
2
7
P
2
2
6
P
2
2
4
P
2
2
5
P
2
2
3
P
2
3
1
P
2
3
2
P
2
3
3
P
2
3
4
P
2
3
5
P
2
3
0
P
2
3
6
P
2
3
7
P
0
7
0
P
0
6
9
P
0
7
1
P
0
7
2
P
0
7
3
P
0
7
4
P
0
7
5
P
0
7
6
P
0
7
7
P
0
7
8
P
0
7
9
P
0
8
8
P
0
9
0
P
0
9
1
P
0
9
2
P
0
9
3
P
0
9
4
P
0
9
5
P
0
9
6
P
0
9
7
P
1
3
3
P
1
3
4
P
1
3
5
P
1
3
6
P
1
3
7
P
2
1
7
P
2
1
8
P
2
1
9
P
2
2
0
P
2
2
1
P
2
2
2
P004P003P005P006P007P008P010P011P012P013P014P015P016P017P018P019P020
P021
P022
P023
P024
P025
DS-15R-061DS-11R-065DS-12R-094DS-16R-095
D
S
-
1
9
R
-
1
5
5
D
S
-
2
7
R-
1
8
5
D
S
-
3
7
R
-
2
3
9
D
S
-
5
5
R
-
3
8
1
DS-5
4
R-38
4
D
S
-
5
0
R
-
3
8
5
DS-58R-387
D
S
-
3
9
R
-
4
3
2
D
S
-
6
0
R
-
4
6
8
DS-09R-066DS-10R-070 DS-13R-055DS-14R-093DS-35R-196
D
S
-
3
1
R
-
2
0
5
DS-53R-386 DS-25R-233DS-32R-254 DS-26R-220 DS-24R-218DS-42R-390DS-40R-388DS-44R-389
DS-4
9
R-383
DS-5
2
R-382
D
S
-
5
1
R
-
3
7
9
D
S
-
5
7
R
-
3
8
0
D
S
-
3
8
R
-
4
4
0
D
S
-
5
9
R
-
4
4
1
D
S
-
6
2
R
-
4
4
8
D
S
-
1
8
R
-
1
5
8
D
S
-
1
7
R
-
1
5
9
DS-01R-003
DS-05
R-038
DS-04R-030 DS-02R-009DS-03R-019DS-07R-042DS-
0
6
R-0
3
9
D
S
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2
2
R
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1
2
2
D
S
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2
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R
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4
7
D
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1
3
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D
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2
3
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1
3
5
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1
8
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D
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8
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1
9
1
D
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3
3
R
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2
0
1
D
S
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3
6
R
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2
1
4
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4
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2
2
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0
8
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4
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1
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5
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3
7
6
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7
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8
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7
7
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5
6
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7
8
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6
3
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5
0
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D
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6
7
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5
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D
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6
4
R
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4
9
9
D
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6
8
R
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4
9
0
DS-66
R-497
DS-6
5
R-498
D
S
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6
1
R
-
4
3
8
R
-
1
0
0
R-099
R
-
0
8
5
R-049R-063R-077R-088R-091R-164R-163 R-175R-174R-178R-177 R-089
R
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1
3
7
R
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1
3
8
R-
1
7
2
R
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4
5
1
R
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4
4
5
R
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4
4
7
R-027
R-037
R-050
R
-
1
2
8
R
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1
8
6
R
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1
8
7
R
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2
0
3
R
-
2
3
0
R-279R-288R-331R-332R-334 R-295
R-32
2
R
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3
1
0
R
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4
0
6
R-403
R
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3
9
9
R
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2
2
7
R
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4
5
8
R
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4
4
2
R
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4
3
9
R
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4
3
7
R
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4
2
7
R
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4
0
9
R
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4
0
8
R
-
4
0
7
R-219R-280
R-312
R-32
8
R-329
R-335R-336R-337R-339R-350R-351 R-340R-341R-343R-345R-346R-348R-352
R-363
R
-
4
0
0
R
-
4
1
8
R
-
4
3
4
R
-
4
4
9
R
-
4
6
0
R
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4
6
2
R
-
4
6
4
R
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4
6
5
R
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4
6
6
R-
4
6
7
R-051R-053R-090 R-052R-054R-064R-067R-071R-076R-078R-079R-081 R-075R-080 R-069 R-062R-068R-083R-082 R-056R-059R-072 R-060R-197 R-176 R-165 R-092 R-087R-208 R-198R-207 R-194R-199R-206R-210R-211R-216R-222R-231R-235R-252R-251R-256R-269R-272R-277
R
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1
9
3
R
-
2
0
0
R-215R-257 R-209R-217R-221R-232R-234R-253R-255R-270R-271R-278R-287 R-282R-293R-333R-338R-342R-344R-347R-349R-353
R-35
7
R-358
R-359
R-360
R-36
2
R-364
R-36
5
R-36
6
R-367
R-39
8
R-39
6
R-394
R-393
R-39
2
R-354
R-355
R-35
6
R-361
R-36
8
R-397
R-39
5
R-39
1
R-370
R-37
1
R-296R-297R-298
R-32
6
R-32
7
R-325
R-324
R-32
3
R-32
1
R-320
R-319
R-31
8
R-316
R-31
5
R-31
4
R-313
R-40
5
R
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3
0
8
R-294
R
-
3
1
7
R-31
1
R-299
R
-
3
0
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R
-
3
0
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-
3
0
7
R
-
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9
0
R
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9
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0
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6
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4
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4
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4
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R-096
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R
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R-073 R-057
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R-040
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2
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6
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5
8
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R-276
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9
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NOTE:RECORD LAYOUT DRAWING IS FOR GENERAL ORIENTATION ONLY.INFORMATION DOCUMENTED AND SUBMITTED AS FINAL RECORD COPYOF INSTALLATION. THIS IS NOT A SURVEYED DRAWING.
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