WQ0033677_HYDRORPT_20090420

HYDROGEOLOGIC REPORT
CASE FARMS — SPRAY IRRIGATION
CASE FARMS MORGANTON HATCHERY
BURKE COUNTY, NORTH CAROLINA
S&ME Project No. 1584-09-008
Prepared For:
Case Farms
Post Office Box 308
Morganton, North Carolina 28680
Prepared By:
S&ME, Inc.
3718 Old Battleground Road
Greensboro, NC 27410
April 20, 2009
•� �. n ' ..R1y
Edmund Q. B. Heri'c es, L.G.
Enviroiunental Department Manager
Lisa Ennis
Staff Professional

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April 20, 2009
Case Farms
Post Office Box 308
Morganton, North Carolina 28680
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Attention: Mr. Earl Kilcrease
Reference: HYDROGEOLOGIC REPORT - SPRAY IRRIGATION
Case Farms — Morganton Hatchery
Burke County, North Carolina
S&ME Project No. 1584-09-008
Dear Mr. Kilcrease:
S&ME, Inc. (S&ME) has completed the authorized Hydrogeologic Report dated April 20,
2009 to provide information for a new Wastewater Irrigation Systems (WIS) non -
discharge permit application to the North Carolina Department of Environment and
Natural Resources (NCDENR) — Division of Water Quality (DWQ). The hydrogeologic
investigation was conducted to evaluate subsurface conditions beneath the spray irrigation
area to determine suitability of the spray irrigation area for inclusion in the referenced
permit application. The attached report summarized our understanding of the project,
evaluation, findings, analytical results, and recommendations. Your design wastewater design
Engineer will need to review and incorporate our findings as necessary into the final system
design. Should you have any questions or comments about this report please feel free to
contact S&ME at 800-849-2985.
Sincerely,
S&ME, Inc.
Edmund Q. B. Henriques, L.G. Lisa Ennis
Environmental Department Manager Staff Professional
EQWegh
SWE, INC. / 3718 Old Battleground Road / Greensboro, NC 27410 / p 336.288.7180 f 336.288.8980 / www.smeinc.com

TABLE OF CONTENTS
Page No.
1.0 INTRODUCTION■.............■......u...............uu■■..a..u...........e..........■eee.e
11
1.1 PURPOSE AND SCOPE...........................................................................................
1
�! 1.2 LIMITATION AND SOLE USE STATEMENT...................................................................
2
11 1.2.1 Limitations..................................................................................................................
1.2. 2 Sole Use Statement..................................................................................................
3
(�? 2.0 GEOLOGIC INVESTIGATIONS...........................................................
3
l2.1 SITE GEOLOGY.....................................................................................................
3
2.1.1 Research and Review of Available Literature.........................................................
3
2.1.2 Hand -auger Soil Borings ................................
' 2.1.3 Outcrop Mapping .............
4
2.1.4 Hollow Stem Auger, Direct Push and Air -Hammer Drilling ....................................
5
3.0 SITE HYDROGEOLOGY.....................................................................
6
3.1 CONCEPTUAL HYDROGEOLOGY..............................................................................
6
3.2 AQUIFER PARAMETERS..........................................................................................
7
� 3.3 GROUNDWATER FLOW......................................................................................... .8
3.4 POTENTIAL FOR GROUNDWATER MOUNDING...........................................................
8
n 3.5 GROUNDWATER QUALITY......................................................................................
9
4.0 POTENTIAL IMPACTS OF THE DISPOSAL SYSTEM ........................ 10
5.0 PROPOSED MONITORING WELL NETWORK ................................... 11
6.0 CONCLUSIONS................................................................................12
7.0 REFERENCES..................................................................................12
Table 1: Groundwater Analytical Summary
FIGURES
Figure 1: Vicinity Map
Figure 2: USGS Topography Map
Figure 3: Current Irrigation Area Available
E y Figure 4: Soil Boring & Monitor Well Map
APPENDICES
Appendix I: Boring Logs and Monitor Well Logs
Appendix II: Hydraulic Conductivity Analysis
Appendix III: Groundwater Analytical

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Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms Burke County NC April 20, 2009
1.0 INTRODUCTION
S&ME, Inc. (S&ME) was authorized by Case Farms to evaluate approximately 5 to 6 acres
of potential spray irrigation areas to determine suitability for inclusion in a new
Wastewater Irrigation Systems (WWIS) non -discharge permit application. The site
evaluated is located north of the intersection of Conley Road and Foreman Street in
Burke County, North Carolina (Figure 1). Case Farms authorized S&ME to complete the
serviced outline herein in accordance with S&ME proposal No. 1588-08-P030 dated
February 19, 2008, and subsequent Letter of Authorization No. 1-09 dated February 24,
2009.
Field work for the hydrogeologic evaluation activities were conducted on between March
9, 2009 and March 25, 2008. The information provided is for incorporation into a permit
application for a new WWIS non -discharge permit through the NCDENR-DWQ Aquifer
Protection Section (APS) (15A NCAC Subchapter 2T, Section .0500). The design flow
was established by the design engineer T acConnell & Associates) at 8,000 gallons per
day (gpd). Wastewater will bq filtered.pior to surface application.
Under separate authorization, S&ME soil scientists conducted an evaluation of the soils
-� in the proposed disposal areas. The complete findings for the soils and agronomic
evaluations are provided under separate cover. Total buffered irrigation acres for the
study area at the time this report was prepared were reported to be approximately 4.3
f l acres.
1.1 Purpose and Scope
US&ME completed the authorized Hydrogeologic Report to provide information for submitting
a Wastewater Irrigation Systems non -discharge permit to the NCDENR - Division of Water
Quality (DWQ. The scope of work was developed in general accordance with the NCDENR
requirements for a "Hydrogeologic Report" for as outlined in 15A NCAC 2T .0500 for
"Wastewater Irrigation Systems".
The following is a summary of the scope of work completed at the site:
✓ Conducted limited mapping of surface outcrops in or adjacent to the proposed
irrigation areas.
✓ Conducted a search for off -site water supply wells located within 1,000 feet of the
proposed irrigation areas.
✓ Completed five direct push and/or hollow stem auger (HSA) soil borings in and
near the spray irrigation areas to characterize changes in lithology to the top of
bedrock (e.g. refusal). A Geologist and Soil Scientist described the material
encountered at each bore hole.
✓ Installed 3 shallow monitor wells to assess the potential depth to groundwater and
to collect select aquifer parameters. Attempted the installation of two additional
monitor wells within the existing spray fields to directly examine groundwater
mounding condition due to historic spray irrigation activities; however, refusal was
encountered prior to groundwater.

Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms, Burke Countv, NC April 20, 2009
✓ Completed three slug tests, one at each of the permanent monitor wells for the
purpose of estimating the hydraulic conductivity of water table aquifer.
✓ Transmissivity and specific yield for the saturated zone were estimated using
published data and collected field data.
✓ Collected depth to groundwater data and estimated local groundwater flow
directions.
✓ Integrated geologic information obtained through literature research with the site
specific information to develop a conceptual model for the hydrogeology of the
study area.
✓ The potential for groundwater mounding beneath the disposal areas was assessed
using visual soil indicators for evidence of a seasonal high water table as well as
actual groundwater elevations observed beneath these current and historically active
spray irrigation fields.
✓ Summarized the findings in a Hydrogeologic Investigation Report. The
hydrogeologic report evaluations, testing and calculations can be used for inclusion
into a non -discharge permit application for Wastewater Irrigation Systems.
Prior to this hydrogeologic study, S&ME staff preformed site mapping to locate existing
features which affect the potential suitability for WWIS. Surface features which are
l l required to be identified, if present, include: residences, private or public water supply
1--1 sources, streams or surface waters, property lines, drainage ditches, public right-of-ways,
and other features which may require setbacks. Surface features were identified based on
a site reconnaissance. Maps were prepared using Arcview 9.2 a Geographic Information
System (GIS). Field data was collected using a non -survey quality sub -meter Global
Positioning System (GPS). Base maps were generated using information from the
following sources: North Carolina Department of Transportation, United States
Geological Survey (USGS) topography, DeLorme North Carolina Atlas and Gazetteer,
and a site map provided by MacConnell and Associates (Figures 1-3).
1.2 Limitation and Sole Use Statement
1.2.1 Limitations
The findings of this report are applicable and representative of conditions encountered at the
subject site on the dates of this evaluation at the locations evaluated. This report is based upon
data collected at the selected locations and includes the subjective extrapolation of geologic
conditions; therefore, these findings may not be representative of all conditions in the study
area.
The provided scope of work relied upon site layout information and wastewater system design
data provided by others. If the proposed irrigation areas substantially change, or site features
are modified, additional investigations may be required to adequately address areas or future
site conditions not investigated as part of this report.
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Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms Burke County NC April 20, 2009
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1.2.2 Sole Use Statement
All materials and information used for this project were obtained by S&ME. The resulting
f Case Farms which it was prepared. Use of this report by
report is provided for the sole use o p p
any third parties will be at such parry's sole risk, and S&ME disclaims liability for any use or
1
reliance by third parties.
2.0 GEOLOGIC INVESTIGATIONS
The subject site is located off Foreman Street in Burke County, North Carolina, just south of
the City of Morganton (see Figure 1). A portion of the Glen Alpine, N.C. Quadrangle USGS
Topographic Map (1962) is included as Figure 2. As depicted in Figure 2, surface elevations
at the subject property range from approximately less than 1,280 feet to 1,240 feet mean sea
level (msl). As depicted in Figure 2, the topography of the study area is moderately sloping
and located in upland area. The USGS map depicts no creeks within 500 feet of the spray
irrigation area. An unnamed tributary to Silver Creek is located approximately 700 feet of the
western edge of the disposal areas. This unnamed tributary to Silver Creek flows generally
from southwest to southeast in the vicinity of the site.
Figure 3 depicts the existing spray irrigation area which is bound by areas of higher elevation
to the north, east, and south. The Facility's lined storage lagoon is visible in Figure 3, located
immediately west of the spray irrigation fields. Two ditches west of the spray fields divert
stormwater around the lagoonand are expected to capture surface water run-off in the study
area. On the dates of our site work these ditches were not observed to be flowing in the
vicinity of the lagoon or spray fields. During rain events stormwater run-off reaching these
ditches would flow further west and discharge into an unnamed tributary to Silver Creek
located 700 feet to the west.
This hydrogeologic investigation included a review of published information and the
collection of site specific data.
2.1 Site Geology
The study area was a pre-existing spray irrigation area depicted in Figure 3. S&ME
performed activities to characterize the site geology, including review of available literature
describing the local geology, mapping of observed rock outcrops, and subsurface explorations
using direct push, hollow -stem auger and air -hammer drilling techniques.
2.1.1 Research and Review of Available Literature
Review of the 1985 North Carolina Geologic Map and the Preliminary Explanatory Text for
the 1985 Geologic Map of North Carolina (North Carolina Geological Survey, 1988) suggests
that the site is located in the Inner Piedmont Physiographic Province of North Carolina, and
that the site and vicinity are underlain by a migmatic granitic gneissic, and described as"
foliated to massive, granitic to quartz dioritic; biotite gneiss and amphibolite common. "
When partially weathered, these subsurface materials are generally referred to as saprolite.
Saprolite is a residual soil which retains some of the original structural features of the parent
rock. The demarcation between the soil and rock materials is transitional, as the difference is
one of consistency and degree of weathering between very stiff soil and relatively soft rock

Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms Burke County NC April 20, 2009
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Hand -auger soil borings, geoprobe borings, auger borings, and rock drilling were used to
collect data to characterize the subsurface geology. The following provides a summary of
each of the methods utilized during this investigation.
2.1.2 Hand -auger Soil Borings
S&ME soil science staff conducted 12 hand -auger borings at locations shown on Figure x, to
characterize the soils within the existing WWIS area as summarized in the "Soil
Scientist/Agronomist Report" report dated October 30, 2009, prepared by S&ME. Detailed
soil profile descriptions were made to a depth of seven feet below land surface or to the
1 "Cr" or "R" horizons at select locations to characterize the soils potential suitability for
a WWIS. The soil scientist evaluation includes field descriptions describing the following
parameters by individual diagnostic horizons: thickness of the horizon; texture; color and
other diagnostic features; structure; internal drainage; depth, thickness and type of
restrictive horizon(s); and presence or absence and depth of evidence of any seasonal high
water table (SHWT). The SHWT (if applicable) was identified based on soil
i characteristics through identification of low chroma mottles. The soils on the proposed
acreage were described to the series level using current United States Department o
Agriculture (USDA) and Natural Resource Conservation Service (MRCS) -Soil
Taxonomy. The soil profile descriptions represent the soil characteristics that were
dominant across the site.
As previously reported, useable soil within the proposed spray irrigation area consisted
predominantly of soils similar to the Fairview soil series. The Fairview soil series (Fine,
kaolinitic, mesic Typic Kanhapludults) is commonly found on ridges and side slopes of
the Piedmont. The Fairview series is classified as being very deep and well drained. The
Fairview series is formed in material weathered from felsic metamorphic or igneous rock.
Soil profiles within the proposed spray area contained similarities to the following
typical profile: Surface horizon (Ap) with a sandy clay loam (0 to 8"), underlain by a
subsoil horizon (Bt) with a clay loam texture (8 to 24"), followed by a horizon of
transition (BC) with a clay loam texture (24 to 32") and a horizon of underlying material
(C) multicolored sandy loam that weathered form saprolite (32 to 72"). The soil structure
ranges from weak medium granular structure within the surface horizon; to moderate,
medium sub -angular blocky structure within the subsoil horizons. The surface horizon is
brown, the subsoil is red. Below the subsoil is a layer of multicolored sandy loam
weathered saprolite.
S&ME soil science staff reported that identified soil series is suited for wastewater irrigation
systems. Please refer to the "Soil Scientist/Agronomist Report" prepared by S&ME for the
complete discussion of the findings and recommendations for the soil science and agronomy
services.
2.1.3 Outcrop Mapping
The original proposed spray irrigation area is an open grass field. During the completion of the
hand -auger soil borings and drilling, no surface rock outcrop were mapped when observed in
the disposal area; however, a few small rocky exposures were noted outside of the disposal
area as mapped in Figure 3. Based on the depth to rock encountered in the soil borings and
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Hydrogeologic Report S&ME Project No. 1584-09-008
Case Farms Burke County NC April 20, 2009
monitor wells drilled as part of this assessment, the small rocky areas observed outside of the
disposal area are likely un-rooted partially boulders and/or cobbles contained with the highly
weather saprolite matrix. Small boulders and/or cobbles are not expected to significantly
influence the overall vertical percolation of waters (both net rain and irrigation inputs) through
the vadose zone within the disposal area.
2.1. 4 Hollow Stem Auger, Direct Push and Air -Hammer Drilling
The hydrogeologic evaluation included five direct push continuous soil sampling borings
labeled MW-1, MW-2, MW-3, MW-4, and MW-5, completed to depths ranging from 31.5
feet to 3 9.8 feet below grade. The boring locations were chosen to represent various
landscape positions in the study area with one boring up -gradient of the disposal area, two
j boring were completed within the central portion of the disposal area, and two borings were
completed just below the disposal area (see Figure 4).
Continuous sampling using direct push drilling methods encountered refusal at all five boring
locations at depths at or above groundwater. Hollow -stem auger drilling was not successful in
k'� drilling substantially deeper. To further assess subsurface conditions and groundwater
, occurrence underlying the refusal depths, boring locations MW-3, MW-4, and MW-5 were
extended to depths ranging from 45 feet to 85 feet below grade using air -hammer drilling
} methods. At borings MW-4 and MW-5, logging of the air -hammer drilling suggested that
_J d the material was described as partially weather rock.
solid bedrock was not encountered an p y
At well MW-3, direct push refusal occurred at 23 feet below grade, partially weather rock
extended to the depth of 55 feet below grade where air -drilling encountered solid bedrock.
Each boring was logged in the field by a staff professional and the direct push cores were also
logged a licensed soil scientist. Boring logs are contained in Appendix I. Figure 4 depicts the
approximate location of the completed borings.
_ Within the study area the vadose zone was observed to be composed of soils and saprolite
dominantly characterized as a sandy silt, with relic bedrock fabric observed at greater depths.
Several borings did contain intervals with relatively finer grained textures; however, the
absence of redoximorphic features such as low chroma colors suggest that the finer grained
materials did not produce perched water for sufficient periods of time; therefore, these features
are not consider significant to this study, with one exception.
Outside of the proposed disposal area at boring MW-5, the upper eleven feet of the boring
encountered a material described as a fill material composed of silty clay. This fill material
may have been derived during the historic construction of the adjacent storage lagoon. The
material underlying the fill material was described as a residual clayey silt. A shallow open
borehole completed to 10 feet in depth next to MW-5, encountered perched water. Well MW-
5 was constructed with an outer surface casing to seal off this perch water, and encountered
jgroundwater at approximately 32 feet below the ground surface. This field work was
completed two days after several days of steady rain. Case Farms personnel indicate that
water does stand in the area of MW-5 shortly after rain events; however, it typically dry
shortly thereafter. S&ME soil scientist boring #3 and #4 did not encounter perched water
conditions or low chroma colors, suggesting that the perched the conditions observed at MW-
5 are isolated to a small area outside of and down -slope of the proposed spray fields. Based
on these observations, the perched conditions should not impact the proposed spray irrigation
activities.
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Hydrogeologic Report SWE Project No. 1584-09-008
r-� Case Farms Burke County NC April 20, 2009
Boring locations MW-3, MW-4, and MW-5 were completed as permanent monitoring wells
in order to obtain static depth to water measurements, to perform aquifer slug tests, and to
(i obtain groundwater quality samples. These wells were installed at locations that should serve
to meet the requirements for the WWIS Permit compliance monitoring well network, with
well MW-3 serving as the background well and with wells MW-4 and MW-5 located down -
gradient of the disposal area, at locations near the future Review Boundary.
3.0 SITE HYDROGEOLOGY
3.1 Conceptual Hydrogeology
As previously stated, the subject site is located in the Inner Piedmont Physiograpluc Province
of North Carolina. In general, the hydrogeologic system for Piedmont can occur as follows.
Precipitation occurs in the form of rainfall and snow melt. Depending on factors such as
ground saturation, ground cover, and slope, a portion of the precipitation forms runoff. This
runoff flows to areas of lower elevation where some of the runoff water infiltrates in the
unconsolidated material (i.e. soil) and some flows into local surface waters. The precipitation
that does not form runoff infiltrates through the unsaturated zone where it can merge with an
underlying aquifer.
As discussed by Heath (1980) groundwater in the Piedmont and Blue Ridge Provinces can be
conceptually simplified and viewed to "consist of an interconnected but distinct two -
component system groundwater system, with the regolith providing storage to the underlying
fractures in the bedrock. " According to Harped and Daniels, "a third component, the
transition zone, commonly occurs between the regolith and bedrock. " The transition zone is
often found to be a more transmissive than the overlying and underlying units.
C Flow in the shallow aquifer is primarily b the porous media flow mechanisms. Relict
q p Y Y
structures in the soil, saprolite, and partially weathered rock are also expected to provide
secondary porosity and affect groundwater movement. Groundwater within this aquifer
typically flows down gradient and discharges into surface waters with a portion migrating
vertically into fractures within the fractured bedrock aquifer.
For this study the regolith consists of the uppermost soil layer, and underlain by a highly
weather bedrock unit referred to as "saprolite." The saprolite is underlain by partially weather
rock defined herein, as material producing refusal to direct push or hollow stem auger
sampling tools. The lower most unit explored was the upper most portion of the consolidated
bedrock.
Based on the landscape position occupied by the disposal areas, it is a natural recharge area for
the local shallow aquifer. Given the disposal area's position near the top of a local ridge, the
disposal area is located in the upper most portion of the local recharge area. The shallow
aquifer is anticipated to discharge to the unnamed tributary to Silver Creels approximately 700
feet to the west of the disposal area.
Beneath the subject site, an unconfined aquifer was encountered in the saprolite to partially
weathered rock transition zone above bedrock at wells MW-4 and MW-5. Beneath the central
portion of the disposal area unsaturated conditions occurred to the approximate depth of direct
push drilling refusal at locations MW-1 and MW-2. Although not explored, the shallow
0

Hydrogeologic Report S&ME Project No. 1584-09-008
�j Case Farms Burke County NC April 20, 2009
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aquifer beneath MW-1 and MW-2 is expected to be in partially weather rock based on moist
to wet conditions observed at refusal. Up -gradient to the disposal area, groundwater at well
MW-5 occurred only in the bedrock unit. Based on the locations explored, groundwater
occurrence in the study area is dominantly within either partially weather rock or bedrock.
The use of spray irrigation in the proposed disposal areas will likely increase recharge of
the shallow aquifer and underlying bedrock aquifer. When compared with pre -irrigation
conditions at the site, a portion of the irrigation water will reach the shallow water table
aquifer and produce changes in the hydraulic gradients beneath the water disposal areas.
As the gradient increases the vertical and horizontal groundwater flow rate should
increase, resulting in a net increase in the shallow aquifer discharge to local creeks and
the recharge of the underlying bedrock aquifer. As discussed below, mounding of the
water table to within one foot of the ground surface is not predicted.
3.2 Aquifer Parameters
Depth to Groundwater Groundwater was observed in monitor wells MW- 3, MW- 4, and MW-
5 at a depths ranging
from 3 3 feet below grade immediately down -gradient to the spray fields, to approximately 72
feet below grade at the background well (e.g. MW-5) located topographically up -gradient of
the spray fields (see Table 1).
Within 24 hours of completion, groundwater was not observed in the open bore holes at
locations MW-1 and MW-2 within the existing spray field. A Geologist and Soil Scientist
logged these borings and observed moist to saturated conditions near the refusal depths.
Redoximorphic features such as low chroma mottles did not indicate a seasonal high water
table (SHWT) at similar depths in these borings. Based on these observations, the depth to the
SHWT beneath these portions of the existing spray fields is indicated to be at depths of greater
than 30 feet. This depth is also consistent with the predicted depth to groundwater based on
the observed groundwater gradient between well MW-5 and wells MW-3 and MW-4.
Hydraulic Conductivity
As previously stated, monitoring wells MW-3, MW-4, and MW-5 were installed to obtain
static depth to water measurements, to perform slug tests, and to obtain groundwater quality
samples. Rising head slug testing were used to calculate hydraulic conductivity values at these
locations. The collected data was analyzed using the Bouwer and Rice method.
In estimating the thickness of the surficial unconfined aquifer, S&ME assumed an aquifer
thickness of 20 feet; the actual thickness may be greater. Since groundwater was observed in
both partially weather rock and in bedrock in the study area, the aquifer thickness used
accounts for unconfined conditions in both units, with no confining unit separating the two
units. The calculated hydraulic conductivities from the slug tests are summarized in Table 2.
Sample calculations, plots, and portions of the field data are included in Appendix H.
In general, the calculated hydraulic conductivity values for the partially weather rock are
relatively consistent and within the expected range of values aquifer materials described as a
sandy silt. In comparison, the bedrock well produced a higher calculated conductivity value.
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Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms Burke County NC April 20, 2009
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Transmissivity
Using a mean hydraulic conductivity value of 1.84 feet/day and an estimated unconfined
aquifer thickness of 20 feet, a transmissivity value of 36.8 ft /day is calculated for the
unconfined aquifer. Transmissivity values are expected to vary in a complex metamorphosed
n crystalline bedrock terrain.
Specific Yield
Given the limited acreage, hydraulic loading, and nutrient loading associated with disposal
system, S&ME considers published values for average specific yields adequate too
characterize the specific yield for unconfined aquifers. Therefore, geologic descriptions of the
aquifer materials encountered during this investigation were used to estimate the specific yield
of shallow aquifer material. Based upon the above discussions, the unconsolidated water table
aquifer that underlies the study area was dominated by materials described as sandy silt.
Based on published data provided by Walton, 1970, specific yield values of 0.10 to 0.30
would be representative for the soil types encountered in the saturated zone.
Actual specific yield values will vary with the natural local variations in mineralogy, texture,
grain size, and structure in the material hosting the shallow water table aquifer. Given the
acreage covered by the proposed waste disposal area and the proposed disposal volume, site
specific values are not needed for this study.
3.3 Groundwater Flow
In the Inner Piedmont, the shallow unconfined groundwater table typically mimics surface
topography with depth to water from ground surface being deeper on hills and slopes than in
low lying areas. Groundwater flow is typically from inter -stream recharge areas toward
streams as groundwater discharge areas.
Based on the measured depths to groundwater and the calculated groundwater elevations for
well MW-3, MW-4 and MW-5, groundwater flow beneath the subject site is toward the west.
This direction is consistent with the overall topography within the study area, as groundwater
was anticipated to flow to the west toward the unnamed tributary to Silver Creek located
approximately 700 feet to the west.
3.4 Potential for Groundwater Mounding
The irrigation system will apply wastewater to grasses in the disposal area. The proposed drip -
irrigation area contains approximately 4.3 net acres. An annual loading rate of approximately
29 inches of water per year has been proposed for the project.
As with most irrigation systems, the application of irrigated water can cause the water table
elevation to increase. In accordance with 15A NCAC 2T .05049(e) if the seasonal high water
table (SHWT) is within six feet of the surface, a mounding analysis is needed to predict the
level of the SHWT after wastewater application. As discussed in Section 3.2 the separation
between the waste and the observed water table beneath the study area ranged from
approximately 70 feet below grade to 32 feet below grade.
Based on the observed depths to groundwater a SHWT mounding analysis should not be
required for tlus site in order to comply with 15A NCAC 2T .05049(e). Although not

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Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms Burke County NC April 20, 2009
J required, there are a number of observations that have been made that address the question
n groundwater mounding.
The subject site is unique in that spray irrigation for wastewater disposal has occurred in the
study area for approximately 20 years, and continues to date, so mounding associated with the
irrigation can be measured and/or observed rather than predicted through calculations as is
often required for site where no real time data exists. The following lines of evidence were
examined for the groundwater mounding analysis.
• A 70 foot depth to groundwater was observed immediately up -gradient of the spray
fields while a depth 32 foot depth to groundwater was observed immediately down -
gradient of the spray fields.
• Groundwater was not encountered beneath the spray field at borings MW-1 and MW-
2 at depths of over 30 feet below grade. A depth to groundwater of greater than 30 feet
below grade at MW-1 and MW-2 is also projected using the groundwater elevations
and the groundwater gradient between well MW-5 and wells MW-3 and MW-4.
• Soil scientist examination of the soil samples obtained from borings MW-1 and MW-
2, located near the center of the disposal area did not revealed the presence of
sufficient low chroma mottles in the soil samples to indicate the potential presence of
a SHWT at depths of less than 30 feet.
It is important to note that it is our understanding that Case Farms as made a number of
rJ wastewater reduction improvements at the facility that have reduced the overall hydraulic
loading of the spray irrigation fields relative to the historic operations. Therefore it is
reasonable predict that future wastewater irrigation operations would produce even less
groundwater mounding than historic operations, thus a separation.
Based on the depths to groundwater observed beneath the study area, the calculated hydraulic
gradient in the study area, and the proposed 29 inch per year hydraulic loading (e.g. equates to
approximately 0.58 inches per week), a groundwater mound with six feet or less separation
between the height of the mound and the ground surface is not predicted for the proposed
spray irrigation operations.
3.5 Groundwater Quality
To evaluate groundwater quality in the study area wells MW-3, MW-4, and MW-5 were
sampled on March 24, 2009. Prior to sample collection, the monitor wells were purged of
three times the initial well volume with a non -dedicated sampling pump. Each sample was
handled with a new pair of nitrile gloves and was placed into the laboratory provided sampling
containers. The samples were analyzed for Total Dissolved Solids (TDS), Nitrate -Nitrogen,
Chloride, and total organic carbon (TOC). The collected samples were submitted to Research
& Analytical Laboratories, Inc. (North Carolina Wastewater Certification #34) in Kernersville,
North Carolina, for laboratory analysis.
A summary of the laboratory analysis can be found in Table 3. All of the tested parameters
were detected at levels below the corresponding NCAC 2L groundwater quality standards.
For the select parameters analyzed, the detected concentrations do not suggest any pre-existing
groundwater quality conditions stemming from the historic wastewater disposal activities.

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Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms, Burke County, NC April 20 2009
With the past as an indicator of the future, 20 years of historic operations have not impacted
shallow groundwater quality beneath the study area. A copy of the laboratory report is
included in Appendix III.
4.0 POTENTIAL IMPACTS OF THE DISPOSAL SYSTEM
S&ME performed calculations comparing the nitrogen loading rate from irrigation to the
predicted nitrogen utilization by trees in the irrigation areas. These calculations were
performed to predict the potential nitrogen and phosphorus loading to the groundwater
beneath the irrigation areas. These predictive calculations examine the potential for the
nutrient loading rates to exceed the theoretical plant uptake. The table below summarizes the
results.
Disposal area requirements based on a nutrient loading assessment have been determined
using wastewater flows that have been allocated to the proposed spray irrigation area as
proportioned in the DWQ Water Balance (Version 5) provide by S&ME in the
Scientist/Agronomist Report" report dated October 30, 2009.
Surface Spray Irrigation Area (Tall Fescue) — Recommended PAN rate of 158 lbs
NitroLyen/Year
Parameter
mg/L*
Pounds/
Acre -In
Nitrogen (TKN)
10.000
2.264
Ammonia Nitrogen
9.000
2.038
Nitrate N / Nitrite N
1.000
0.226
PAN (surface)
7.050
1.596
Phosphorus
2.000
0.453
*Provided by A&L Eastern Laboratories, Inc.
Nitrogen (N):
Min. Rate * (TKN - NH3) + 0.65 (NH3) + (NO3 / NO2)
0.2 * (10 mg/l - 9 mg/1) + 0.65 (9 mg/1) + 1.0 mg/1 = 7.05 mg/1
7.05 mg/l * (1 L /1,000,000 mg) * 2.2046 lbs/1000 grams * 1 gallon/3.7854 liters
27,154 gal/acre/inch = 1.5961bs/acre/inch PAN
• Design Irrigation rate of 29.18 inches/acre/year
• Recommended PAN rate of 158 lbs PAN/acre/year
29.18 inches/acre/year * 1.596 lbs PAN/acre/inch = 46.57 lbs PAN/acre/year
Spray irrigation will provide 29% of annual nitrogen needs for the Tall Fescue hay crop.
10

r
Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms Burke County NC April 20.2009
Phosphorus (P):
2 mg/1 * (1 L /1,000,000 mg) * 2.2046 lbs/1000 grams * 1 gallon/3.7854 liters * 27,154
i
gal/acre/inch = 0.453 lbs/acre/inch P
• Design Irrigation rate of 29.18 inches/acre/year
• Recommended P rate of 57 lbs P/acre/year
29.18 inches/year/acre * 0.453 lbs P/acre/inch = 13.21 lbs P/acre/year
With a Phosphorus uptake rate of 57 lbs/acre/year, the effluent will only provide
approximately 23 % of the annual phosphorus needs for the Tall Fescue hay crop.
The calculations indicate that the expected annual plant demand for nitrogen and phosphorus
r is greater than the proposed annual nitrogen and phosphorus loading from the spray irrigation
LL �� system. This suggests that the grasses theoretically have the capacity to utilize the applied
nitrogen and phosphorus provided by the wastewater water. If the grasses utilize these
nutrients, and they do not pass beyond the root system, then they are not available as potential
constituents of concern to the underlying shallow groundwater.
As an additional means of assessing the potential impact of the proposed system, the
following test was also applied. If one makes an improbable and overly conservative
assumption that 50% of the 10 mg/L nitrogen available (e.g. ammonia + nitrate + nitrite) fiom
the wastewater does migrate beneath the root zone and reaches the shallow groundwater, and
assuming 100% of the nitrogen in the treated effluent is converted to nitrate -nitrogen, an input
of 5 mg/L nitrate -nitrogen would reach the shallow aquifer. An input of 5 mg/L nitrate -
nitrogen to the shallow aquifer is not predicted to result in an exceedance of the corresponding
10 mg/L NCAC 2L groundwater quality standard.
These predictive calculations should provide a conservative estimate since they assume 100%
nitrification of ammonia converting it to nitrate -nitrogen and they do not account for 1) any
volatilization of the ammonia component during spray irrigation, 2) any denitrification, and 3)
any dilution of the underlying groundwater due to annual recharge from precipitation.
Using the past as an indicator of the future (see Section 3.5), groundwater quality data suggest
that approximately 20 years of historic spray irrigation operations have not produced nitrate
impacted shallow groundwater beneath the study area.
Based on the above predictive calculations and assumptions, the nitrogen discharged from the
proposed irrigation activities is not predicted to result in an exceedance of the corresponding
10 milligram per liter (mg/L) groundwater water quality standard in the shallow aquifer
beneath the study area.
5.0 PROPOSED MONITORING WELL NETWORK
According to 15A NCAC 2T the Compliance Boundary for groundwater shall be 250 feet
from the waste boundary, or 50 feet within the property boundary, which ever is closer to the
source. The Review Boundary should be one half the distance between the waste boundary
and the Compliance Boundary. Based upon the results of this investigation and the location of
11

F J
Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms Burke County NC April 20, 2009
li the proposed irrigation area, the compliance monitoring well network depicted in Figure 4 is
recommended. These wells were installed as part of this hydrogeologic investigation.
6.0 CONCLUSIONS
Considering the project scope of work and associated inherent budgetary constraints, an
understanding of general subsurface features has been developed. Although not required by
15A NCAC 2T .0500 for a Hydrogeologic Report, the upper portion of the bedrock was
explored since bedrock is the host of the water table aquifer inunediately up -gradient of the
spray irrigation disposal system while regolith (e.g. saprolite/partially weather rock) hosts the
aquifer inunediately down -gradient of the spray irrigation area.
Based upon our understanding of the project and subsurface conditions as described in tlus
report, the study area appears to be suitable for the proposed wastewater irrigation system.
The subsurface conditions encountered suggest both a porous regolith and bedrock water table
aquifer beneath the study area, with depths to groundwater ranging from approximately 32 feet
to 70 feet below grade. The assessment did not suggest the presence of laterally continuous
confining layers in the regolith; however, the crystalline bedrock that underlies the
unconsolidated regolith has limited primary porosity. Faults and fractures are expected to
provide secondary porosity in the bedrock, porosity that is predicted to be non -homogenous in
nature and distribution. Areas of non -fractured bedrock are expected to restrict vertical
groundwater flow. Under natural conditions, infiltrating groundwater is expected to migrate
downward through the soil profile, and then move laterally in the weathered and unweathered
rock interface, with a portion of the groundwater migrating into the underlying fractured
bedrock, where more permeable fracture zones are encountered. Water provided by the
proposed drip irrigation system is predicted to move though the subsurface Linder the same
processes as waters provide by precipitation.
Based on the observed subsurface profile, depths to groundwater, hydraulic gradients, and
proposed loading rates discussed herein, a groundwater mound with one foot or less separation
between the height of the mound and the ground surface is not predicted.
Based upon the groundwater parameters measured, no pre-existing groundwater quality
conditions were detected. The proposed wastewater disposal activities are not predicted to
result in exceedances of groundwater quality standards at the compliance boundary.
7.0 REFERENCES
Fetter, C.W.
Applied Hydrogeology
Columbus: Merrill
1988, Second Edition
Pp.196-199
Geologic Map of North Carolina, 1985
Scale 1:500,000
12

tJ
Hydrogeologic Report SWE Project No. 1584-09-008
Case Farms Burke County NC April 20, 2009
North Carolina Geologic Survey
Preliminary Explanatory Text for the 1985 Geologic Map of North Carolina
Contractual Report 88-1 (in draft) p. 62
Walton, W.C., 1970
Groundwater Resource Evaluation
McGraw-Hill Book Company, New York, NY, 664p.
S&ME, Inc.
Soil Scientist/Agronomist Report
Case Farms
Wastewater Irrigation Systems
Burke County, North Carolina
1 October 30, 2009
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13

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TABLES

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Table 2
Summary of Hydraulic Conductivity Values
F Case Farms - Hatchery
Burke County, North Carolina
S&ME Project No. 1584-09-008
Fill
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FIGURES

APPENDIX i
Boring Logs and Monitor Well Logs

COMPLETION REPORT OF WELL No. MW-1
Sheet 1 of 2
C
PROJECT:
Case Farms
PROJECT NO:
1584-09-008
PROJECT LOCATION:
Burke County, NC
DRILLING CONTRACTOR:
S&ME
DRILLING METHOD:
Geo-Probe
DATE DRILLED:
3110109
NOTES:
WATER LEVEL: Approximate SHWT @ 25.5'
LATITUDE:
LONGITUDE:
TOP OF CASING ELEVATION:
DATUM: MSL
i r7GGFD BY- E. Henriaues
STRATA
WELL
❑
o
m
DETAILS
W v
W
> �
WELL CONSTRUCTION DETAILS
DESCRIPTION
15;
IL
❑
w
w
cn
Lu
❑
W
PROTECTIVE CASING
0
0.00
GS
Diameter:
Type:
Organic Laden Topsoil
- 4"
Interval:
Possible Residuum:
Red Brown Slightly
Sandy Clayey SILT
RISER CASING
with Trace Roots
(Moist -Wet)
5
Diameter:
Type:
Residuum: Red
Brown Clayey Fine to
Interval:
Medium Sandy SILT
with Trace Roots
(Moist -Wet)
GROUT
Type:
Residuum: Orange
Brown Fine to Coarse
10
Interval:
Very Sandy SILT with
race Roots (Moist)
SEAL
Residuum: Pink
Brown Fine to
Type:
Medium Sandy SILT
Interval:
with Trace Roots
(Moist)
15
FILTERPACK
Residuum: Pink
Brown White Silty
Fine to Coarse SAND
Type:
with Trace RootsWith
Interval:
Quartz Fragments
(Moist)
20
SCREEN
Residuum: Pink
Brown Fine to
Medium Sandy SILT
Diameter:
with Black Manganese
Type:
Staining With Trace
Interval:
Mica (Moist)
• 25
Residuum: Pink
Brown White Fine to
Coarse Sandy SILT
LEGEND
with Trace Mica
(Moist)
FILTER PACK
I BENTONITE TOC TOP OF CASING
Residuum: Pink
Brown Fine to
Medium Sandy SILT
30
GS GROUND SURFACE
CEMENT GROUT
with Black Manganese
BS BENTONITE SEAL
Staining With Trace
® CUTTINGS / BACKFILL FP FILTER PACK
SCREEN
Mica (Moist)
TSC TOP OF
i V STATIC WATER LEVEL BSC BOTTOM OF SCREEN
Residuum: Pink
Brown White Fine to
i TD TOTAL DEPTH
Coarse Sandy SILT
CG CEMENT GROUT
COMPLETION REPORT OF
S&MLWELL No. MW-1
'
Sheet 1 of 2
ENGINEERING ,. TESTING
ENVIRONMENTAL SERVICES a. Mw,c ,

F PROJECT: Case Farms
PROJECT No: 1584-09-008
PRC),IFr:T I nr:ATinN- Burke Countv. INC
GROUND SURFACE ELEVATION:
LOGGED BY:
CHECKED BY: E. Henriques
F!,
LL
n
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or
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LL
V.
q
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z
or
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STRATA
WELL
o
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0=
DETAILS
t
W
Q
I WELL CONSTRUCTION DETAILS
DESCRIPTION
0- c
p v
w
w v
}
c
Lu .
-
J
W
(See Page 1)
with Black Manganese
Staining With PWR
Fragments with Trace
Mica (Moist)
i
Residuum: Red
Brown Fine to
Medium Sandy SILT
with Black Manganese
j
Staining With Trace
Mica (Moist)
I
Tan Brown Fine to
Coarse Very Sandy
SILT with Black
Manganese Staining
(Moist)
j
White Silty Fine to
Coarse SAND with
Quartz Fragments
(Moist)
Tan Brown Very Silty
Fine to Coarse SAND
with PWR PWR Fragments
(Moist -Wet)
I
i
i
I
i
I
I
I
LEGEND
FILTER PACK
;U'r BENTONITE TOC TOP OF CASING
i
GS GROUND SURFACE_
® CEMENT GROUT BS BENTONITE SEAL
CUTTINGS / BACKFILL FP FILTER PACK
TSC TOP OF SCREEN
j STATIC WATER LEVEL BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
S&ME WELL No. MW-1
ENGINEERING TESTING Sheet 2 of 2
ENVIRONMENTAL SERVICES

COMPLETION REPORi f OF WELL No. MW-2
Sheet 1 of 2
6
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LL
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d
L
or
a
LL
LL
V.
a
C
a
CY
a
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L_
C
0
PROJECT:
Case Farms
PROJECT NO:
1584-09-008
PROJECT LOCATION:
Burke County, NC
DRILLING CONTRACTOR:
S&ME
DRILLING METHOD:
Geo-Probe
DATE DRILLED:
3/10/09
NOTES:
WATER LEVEL: Dry No SWHT encountered
LATITUDE:
LONGITUDE:
TOP OF CASING ELEVATION:
DATUM: MSL
I nr.r,Fn Rv• E. Henriaues
STRATA
WELL
❑
o�
-�
DETAILS
a v
�
j
WELL CONSTRUCTION DETAILS
DESCRIPTION
m
�
❑
Uj
�
W
p
J
J
w
i
PROTECTIVE CASING
0
0.00
GS
l
Diameter:
Type:
Organic Laden Topsoil
- 4"
i
Interval:
Possible Residuum:
Brown Fine to
Medium Sandy
RISER CASING
Clayey SILT with
Trace Roots
5
Diameter:
(Moist -Wet)
i
Type:
Interval:
Possible Residuum:
Brown Slightly Sandy
Clayey SILT with
Black Manganese
GROUT
Staining With Trace
Type:
Roots (Moist)
10
Interval:
i
Possible Residuum:
Brown Slightly Sandy
Silty CLAY with Black
SEAL
Manganese Staining
Type:
(Moist -Wet)
i
! Interval:
Residuum: Red
Brown Fine to
15
Medium Sandy
Clayey SILT with
I FILTERPACK
Trace Roots (Moist)
Type:
Interval:
Residuum: Red
Brown Slightly Clayey
Fine to Medium
20
Sandy SILT with
Trace Mica (Moist)
SCREEN
Diameter:
Residuum: Orange
Brown Fine to
Type:
Medium Very Sandy
i Interval:
SILT with Trace Mica
(Moist)
25
I
Residuum: White Tan
Very Silty Fine to
rr
L'_ G E N D
Coarse SAND with
I
Trace Mica (Moist)
I
;
a FILTER PACK
Residuum: Tan
Brown Fine to Coarse
x- BENTONITE TOC TOP OF CASING
Very Sandy SILT with
30
�v-" GS GROUND SURFACE
CEMENT GROUT SEAL
Trace Mica (Moist)
I�
BS BENTONITE
CUTTINGS / BACKFILL FP FILTER PACK
Residuum: Gray
White Silty Fine to
TSC TOP OF SCREEN
Coarse SAND
STATIC WATER LEVEL BSC BOTTOM OF SCREEN
Residuum: Tan White
TD TOTAL DEPTH
CG CEMENT GROUT
Brown Fine to Coarse
I
COMPLETION REPORT OF
ts&mrmWELL No. MW-2
Sheet 1 of 2
ENGINEERING. • TESTING
ENVIRONMENTAL SERVICES

PROJECT: Case Farms
PROJECT NO: 1584-09-008
GROUND SURFACE ELEVATION:
LOGGED BY:
CHECKED BY: E. Henriques
STRATA
WELL
0
0
W
WELL CONSTRUCTION DETAILS
DESCRIPTION
ca
(D
Lu
>DETAILSLu
W
C/)
UJ
I
Lu
(See Page 1)
Very Sandy SILT with
Trace Mica (M
DEGEND
FILTER PACK
BENTONITE TOC TOP OF CASING
CEMENT GROUT GS GROUND SURFACE
BS BENTONITE SEAL
CUTTINGS / BACKFILL FP FILTER PACK
TSC TOP OF SCREEN
STATIC WATER LEVEL BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
S&ME WELL No. MW-2
Sheet 2 of 2
ENGINEERING - TESTING
ENVIRONMENTAL SERVICES

COMPLETION REPORT OF',,,VELL No. MW-3 (Soil Boring) Sheet 1 of 1
a
d
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u
L
U
n
c
a
LL
LL
U
Q
c
a
a
LL
z
t
z
C
L
PROJECT:
Case Farms
PROJECT NO:
1584-09-008
PROJECT LOCATION:
Burke County, NC
DRILLING CONTRACTOR:
S&ME
DRILLING METHOD:
Geo-Probe
DATE DRILLED:
3/10/09
NOTES:
WATER LEVEL: Dry No SWHT encountered
to 23.1'
LATITUDE:
LONGITUDE:
TOP OF CASING ELEVATION:
DATUM: MSL
LOGGED BY: E. Henriques
STRATA
WELL
p
o
m
DETAILS
W
LU
> v
WELL CONSTRUCTION DETAILS
DESCRIPTION
2E
d
❑
W
W
}
C/)
W
p
-j
J
W
PROTECTIVE CASING
0
0.00
GS
Diameter:
Type:
Partially Weathered
Rock: sampled as
Interval:
Red Brown Fine
I
Sandy Clayey SILT
(Moist)
RISER CASING
5
Diameter:
Residuum: Red
Brown Slightly Clayey
Type:
Fine to Medium
Interval:
Sandy SILT with
Black Manganese
Staining With Trace
GROUT
Roots (Moist)
10
Type:
Interval:
Residuum: Red
Brown Fine to
Medium Sandy SILT
with Black Manganese
SEAL
Staining With Trace
Mica (Moist)
Type:
15
Interval:
Residuum: Gray
Brown Silty Fine to
Coarse SAND
FILTERPACK
Type:
Interval:
Residuum: Gray
Brown Fine to
Medium Sandy SILT
20
(Moist)
SCREEN
Residuum: Tan
Brown Fine to
Diameter:
Medium Sandy SILT
Type:
(Moist)
Interval:
Residuum: Gray
Brown Silty Fine to
Coarse SAND
LEGEND
0 FILTER PACK
BENTONITE TOC TOP OF CASING
GS GROUND SURFACE
® CEMENT GROUT BS BENTONITE SEAL
CUTTINGS / BACKFILL FP FILTER PACK
rr TSC TOP OF SCREEN
V STATIC WATER LEVEL BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
K.S&ME WELL No. MW-3 (Soil Boring)
' ENGINEERING • TESTING Sheet 1 of 1
ENVIRONMENTAL SERVICES

COMPLETION REPORT OF WELL No. MW-3 (MW) Sheet 1 of 3
PROJECT:
Case Farms
PROJECT NO:
1584-09-008
WATER LEVEL:
Dry No SWHT encountered
PROJECT LOCATION:
Burke County, NC
to 23.1'
DRILLING CONTRACTOR:
S&ME
LATITUDE:
DRILLING METHOD:
Geo-Probe
LONGITUDE:
DATE DRILLED:
TOP OF CASING ELEVATION:
3/10/09
(�
NOTES:
Lithology taken from MW-3 (Soil Boring)
DATUM:
MSL
I
1000FD BY.
E. Henriaues
STRATA
WELL
o
0
DETAILS
W
uj
;
WELL CONSTRUCTION DETAILS
DESCRIPTION
CO
2E
a
p
W
W
>-
C/)
W
p
J
J
W
PROTECTIVE CASING
0
0.00
GS
Diameter:
Type:
Partially Weathered
Rock: sampled as
Interval:
Red Brown Fine
Sandy Clayey SILT
(Moist)
RISER CASING
5
Diameter: 2"
Residuum: Red
Brown Slightly Clayey
Type: PVC
Fine to Medium
Interval: 0 - 65'
SILT with
Manganese
LBIack
gWith Trace
GROUT
(Moist)
10
Type: Cement
Interval: 0 - 61'
Residuum: Red
Brown Fine to
Medium Sandy SILT
with Black Manganese
SEAL
Staining With Trace
Type: Bentonite
Mica (Moist)
.' 15
Interval: 61 - 63'
Residuum: Gray
Brown Silty Fine to
Coarse SAND
FILTERPACK
Type: Clean Sand
Interval: 63 - 85
Residuum: Gray
Brown Fine to
Medium Sandy SILT
20
(Moist)
SCREEN
Diameter: 2"
Residuum: Tan
Brown Fine to
Medium Sandy SILT
Type: PVC -Slotted
(Moist)
Interval: 65 - 85'
Residuum: Gray
Brown Silty Fine to
Coarse SAND
LEGEND
Partially Weathered
Rock: Brown and Tan
Fine Sandy Silt
FILTER PACK
® BENTONITE TOC TOP OF CASING
® CEMENT GROUT GS GROUND SURFACE
BS BENTONITE SEAL
® CUTTINGS / BACKFILL FP FILTER PACK
TSC TOP OF SCREEN
V STATIC WATER LEVEL BSC BOTTOM OF SCREEN
- TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-3 (MW)
S.
gm� M-- E
4 1
' ENGINEERING . TESTING Sheet 1 of 3
ENVIRONMENTAL SERVICES

PROJECT: Case Farms
PROJECT NO: 1584-09-008
pRn iP:rT i nroTinni• Riirika rminhi Nr
GROUND SURFACE ELEVATION:
LOGGED BY:
CHECKED BY: E. Henriques
f'
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Q
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LL
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CY
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H
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C
STRATA
WELL
DETAILS
W1--
p
p
W
W
—I
o
W
J
W
WELL CONSTRUCTION DETAILS
DESCRIPTION
m
2i
co
a. t
W
p
(See Page 1)
LEGEND
FILTER PACK
® BENTONITE TOC TOP OF CASING
® CEMENT GROUT GS GROUND SURFACE
BS BENTONITE SEAL
® CUTTINGS / BACKFILL FP FILTER PACK
TSC TOP OF SCREEN
1 STATIC WATER LEVEL BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
Partially Weathered
Rock: Brown and Tan
Fine Sandy Silt
(continued)
61.00
63.00
Logged as Rock: Gray
and White Rock Dust
Boring Terminated at
85 feet
ALS&M- -E COMPLETION REPORT OF
WELL No. MW-3 (MW)
I' ENGINEERING TESTING Sheet 2 of 3
ENVIRONMENTAL SERVICES

PROJECT: Case Farms
PROJECT NO: 1584-09-008
PROJECT LOCATION: Burke Countv. NC
GROUND SURFACE ELEVATION:
LOGGED BY:
CHECKED BY: E. Henriques
cc
C
F
c
u
STRATA
WELL
DETAILS
w
o
(D
J
0
$
Lu
J
Lu
WELL CONSTRUCTION DETAILS.
DESCRIPTION
m
U)
H �.
Lu
p
(See Page 1)
Logged as Rock: Gray
and White Rock Dust
Boring Terminated at
85 feet (continued)
85.00
LEGEND
a FILTER PACK
® BENTONITE TOC TOP OF CASING
® CEMENT GROUT GS GROUND SURFACE
BS BENTONITE SEAL
® CUTTINGS / BACKFILL FP FILTER PACK
TSC TOP OF SCREEN
1 STATIC WATER LEVEL BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
S & M E WELL No. MW-3 (MW)
ENGINEERING TESTING Sheet 3 of 3
ENVIRONMENTAL SERVICES

COMPLETION REPORT OF WELL No. MW-4 (Soil Boring) Sheet 1of2
a
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t
PROJECT:
Case Farms
PROJECT NO:
1584-09-008
PROJECT LOCATION:
Burke County, ,SIC
DRILLING CONTRACTOR:
S&ME
DRILLING METHOD:
Geo-Probe
DATE DRILLED:
3/23/09
NOTES:
WATER LEVEL: SHWT Approximate 33'
LATITUDE:
LONGITUDE:
TOP OF CASING ELEVATION:
DATUM: MSL
LOGGED BY: E. Henriaues
STRATA
WELL
o
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DETAILS
W
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WELL CONSTRUCTION DETAILS
DESCRIPTION
1
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Lu
LU
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PROTECTIVE CASING
0
0.00
GS
Diameter:
Type:
Organic Laden Topsoil
" 211
Interval:
Possible Residuum:
Red Slightly Sandy
1
Clayey SILT with
RISER CASING
Trace Mica (Moist)
5
Diameter:
R
Residuum:: Orange
Red Slightly Clayey
Type:
to Medium
(
Interval:
[Fine
andy SILT with
race Mica (Moist)
_
GROUT
Residuum: Orange
Brown Fine to Coarse
Type:
Sandy SILT with
10
Interval:
Trace Mica (Moist)
I
SEAL
Type:
15
Interval:
Residuum: Tan
Brown Fine to
Medium Sandy SILT
l
FILTERPACK
With Trace Mica
(Moist)
Type:
Interval:
Residuum: Tan
Brown Fine to Coarse
Sandy SILT with
20
Trace Mica (Moist)
SCREEN
Diameter:
Residuum: White
Brown Fine to
Medium Sandy SILT
Type:
with Black Manganese
I
Interval:
Staining With Trace
Mica (Moist)
25
rn;r�
LEG C I I v
Residuum: White Tan
Fine to Coarse Sandy
SILT with Trace Mica
El FILTER. PACK
(Moist)
® BENTONITE TOC TOP OF CASING
30
GS GROUND SURFACE
® CEMENT GROUT BS BENTONITE SEAL
® CUTTINGS / BACKFILL FP FILTER PACK
Residuum: White Tan
Silty Fine to Coarse
TSC TOP OF SCREEN
SAND with Quartz
V_ STATIC WATER LEVEL BSC BOTTOM OF SCREEN
Fragments
i
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-4 (Soil Boring)
' ENGINEERING . TESTING Sheet 1 of 2
ENVIRONMENTAL SERVICES �_, , •„N

PROJECT: Case Farms
PROJECT NO: 1584-09-008
pRn 1I=rT 1 nrnTlnNi- Riirka r.minty Ar.
GROUND SURFACE ELEVATION:
LOGGED BY:
CHECKED BY: E. Henriques
L
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w v
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WELL CONSTRUCTION DETAILS
DESCRIPTION
Co
p
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W
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(See Page 1)
35
Residuum: White
Brown Fine to Coarse
Sandy SILT with
Trace Mica
(Moist -Wet)
I
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I
LEGEi'-\,ID
i
El FILTER PACK
® BENTONITE TOC TOP OF CASING
® CEMENT GROUT GS GROUND SURFACE
BS BENTONITE SEAL
® CUTTINGS / BACKFILL FP FILTER PACK
TSC TOP OF SCREEN
1 STATIC WATER LEVEL BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
j
1
CG CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-4 (Soil Boring)
/ ENGINEERING • TESTING Sheet 2 of 2
ENVIRONMENTAL SERVICES

COMPLETION REPORT OF WELL No. MW-4 (MW) Sheet 1 of 2
PROJECT:
Case Farms
PROJECT NO:
1584-09-008
WATER LEVEL:
SHWT Approximate 33'
PROJECT LOCATION:
Burke County, NC
DRILLING CONTRACTOR:
S&ME
LATITUDE:
DRILLING METHOD:
Air Rotary
LONGITUDE:
DATE DRILLED:
3/10/09 TOP OF CASING
ELEVATION:
NOTES:
Lithology taken from MW-4 (Soil Boring)
DATUM:
MSL
LOGGED BY:
E. Henriques
0
STRATA
WELL
DETAILS
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WELL CONSTRUCTION DETAILS
DESCRIPTION
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Diameter:
Type:
Interval:
OrganicLaden Topsoil
Possible Residuum:
Red Slightly Sandy
Clayey SILT with
Trace Mica (Moist)
5
RISER CASING
Diameter: 2"
Type: PVC
Residuum: Orange
Red Slightly Clayey
Fine to Medium
Interval: 0 - 25'
Sandy SILT with
Trace Mica (Moist)
GROUT
Residuum: Orange
Brown Fine to Coarse
Sandy SILT with
Trace Mica (Moist)
10
Type: Cement
Interval: 0 - 21'
SEAL
Type: Bentonite
15
Interval: 21 - 23'
Residuum: Tan
Brown Fine to
Medium Sandy SILT
�with Trace Mica
(Moist)
FILTERPACK
Type: Clean Sand
Interval: 23 - 45'
Residuum: Tan
Brown Fine to Coarse
Sandy SILT with
20
Trace Mica (Moist)
21.00
23.00
SCREEN
Diameter: 2"
Type: PVC -Slotted
Residuum: White
Brown Fine to
Medium Sandy SILT
with Black Manganese
Interval: 25 - 45'
Staining With Trace
Mica (Moist)
25
LEGEND
Residuum: White Tan
Fine to Coarse Sandy
SILT with Trace Mica
FILTER PACK
(Moist)
® BENTONITE TOC TOP OF CASING
30
:.
GS GROUND SURFACE
® CEMENT GROUT BS BENTONITE SEAL
CUTTINGS / BACKFILL FP FILTER PACK
Residuum: White Tan
Silty Fine to Coarse
TSC TOP OF SCREEN
SAND with Quartz
Fragments
v STATIC WATER LEVEL BSC BOTTOM OF SCREEN
- TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
;47�S&ME WELL No. MW-4 (MW)
ENGINEERING TESTING Sheet 1 of 2
ENVIRONMENTAL SERVICES

PROJECT: Case Farms
PROJECT NO: 1584-09-008
PRn.IFCT I OrATION- Burke County. NC
GROUND SURFACE ELEVATION:
LOGGED BY:
CHECKED BY: E. Henriques
o
STRATA
WELL
DETAILS
W
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W
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J
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WELL CONSTRUCTION DETAILS
DESCRIPTION
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(See Page 1)
LEGEND
FILTER PACK
® BENTONITE TOC TOP OF CASING
® CEMENT GROUT GS GROUND SURFACE
BS BENTONITE SEAL
® CUTTINGS / BACKFILL FP FILTER PACK
TSC TOP OF SCREEN
v STATIC WATER LEVEL BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
Residuum: White
Brown Fine to Coarse
Sandy SILT with
Trace Mica
(Moist -Wet)
45.00
Partially Weathered
Rock: Brown and Tan
Fine Sandy Silt
COMPLETION REPORT OF
S&ME WELL No. MW-4 (MW)
ENGINEERING • TESTING Sheet 2 of 2
ENVIRONMENTAL SERVICES

COMPLETION REPORT OF WELL No. MW-5 (Soil Boring) Sheet 1 of 2
c
PROJECT:
Case Farms
PROJECT NO:
1584-09-008
PROJECT LOCATION:
Burke County, NC
DRILLING CONTRACTOR:
S&ME
DRILLING METHOD:
Geo-Probe
DATE DRILLED:
3/24/09
NOTES:
WATER LEVEL: Approximate SHWT @ 3.5'
LATITUDE:
LONGITUDE:
TOP OF CASING ELEVATION:
DATUM: MSL
I n(;r;Fn RY• F. Henriaues
STRATA
WELL
o
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DETAILS
W
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WELL CONSTRUCTION DETAILS
DESCRIPTION
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PROTECTIVE CASING
0
0.00
GS
Diameter:
Type:
Organic Laden Topsoil
- 8"
Interval:
Possible Fill: Red
Brown Silty CLAY with
Black Manganese
RISER CASING
Staining (Moist -Wet)
5
Diameter:
Possible Fill: Brown
to Coarse Sandy
Type:
LFFine
ty CLAY (Moist to
Interval:
et)
GROUT
Possible Fill: Red
Brown Silty Fine to
Coarse Sandy CLAY
Type:
with Black Manganese
10
Interval:
Staining (Moist)
Possible Fill: Red
Brown Slightly Sandy
SEAL
Silty CLAY (Moist)
Type:
Interval:
Residuum: Red
Slightly Sandy Clayey
15
SILT with Trace Mica
(Moist)
FILTEP,PACK
Residuum: Red Fine
to Medium Sandy
Type:
Clayey SILT with
Interval:
Trace Mica (Moist)
. 20
Residuum: Red
Brown Slightly Clayey
SCREEN
Fine to Medium
Sandy SILT with
Diameter:
race Mica (Moist)
Type:
Interval:
Residuum: Tan
Brown Fine to Coarse
Sandy SILT with
25
Trace Mica (Moist)
Residuum: Tan White
LEG F N D
Silty Fine to Coarse
SAND with Quartz
FILTER PACK
Fragments (Moist)
BENTONITE TOC TOP OF CASING
Residuum: Tan White
Brown Slightly Sandy
30
GS GROUND SURFACE
CEMENT GROUT BS BENTONITE SEAL
SILT with Trace Mica
(Moist -Wet)
CUTTINGS / BACKFILL FP FILTER PACK
TSC TOP OF SCREEN
v STATIC WATER LEVEL BSC BOTTOM OF SCREEN
- TD TOTAL DEPTH
{
CG CEMENT GROUT
Am COMPLETION REPORT OF
AW
j&ME WELL No. MW-5 (Soil Boring)
'/
Sheet 1 of 2
ENGINEERING : TESTING
ENVIRONMENTAL SERVICES

PROJECT: Care Farms
PROJECT NO: 1584-09-008
PPn iP:rT I nrnTlnr.l- Riirke (minty_ NC
GROUND SURFACE ELEVATION:
LOGGED BY:
CHECKED BY: E. Henriques
6
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DESCRIPTION
:2
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LU
(See Page 1)
35
Residuum: Tan White
Brown Fine to
Medium Sandy SILT
with Trace Mica
(Moist -Wet)
i
(continued)
Residuum: Tan White
Slightly Sandy SILT
with Mica (Moist -Wet)
I
Residuum: Tan White
Fine to Medium
Sandy SILT with
Trace Mica
(Moist -Wet)
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GS GROUND SURFACE
® CEMENT GROUT BS BENTONITE SEAL
®CUTTINGS / BACKFILL FP FILTER PACK
TSC TOP OF SCREEN
V STATIC WATER LEVEL BSC BOTTOM OF SCREEN
- TD TOTAL DEPTH
j
CG CEMENT GROUT
COMPLETION REPORT OF
WELL No. MW-5 (Soil Boring)
ENGINEERING TESTING Sheet 2 Of 2
ENVIRONMENTAL SERVICES

COMPLETION REPORT OF WELL No. MW-5 (MW) Sheet 1 of 2
0
C
PROJECT:
Case Farms
PROJECT NO:
1584-09-008
WATER LEVEL:
Approximate SHWT @ 3.5'
PROJECT LOCATION:
Burke County, NC
DRILLING CONTRACTOR:
S&ME
LATITUDE:
DRILLING METHOD:
Air Rotary
LONGITUDE:
DATE DRILLED:
3/10/09 TOP OF CASING
ELEVATION:
NOTES:
Lithology taken from MW-5 (Soil Boring)
DATUM:
MSL
LOGGED BY:
E. Henriques
STRATA
WELL
o
0
DETAILS
w
0
WELL CONSTRUCTION DETAILS
DESCRIPTION
CO
Lu
C
p v
J
J
W
PROTECTIVE CASING
0
0.00
GS
Diameter: 6"
Type: PVC
Organic LadInl
- 8"
Interval: 0 - 10'
Possible Fill
Brown Silty
Black Mang
RISER CASING
Staining (Mo
Diameter: 2"
Possible Fill5ne
to Coar
6.00
Type: PVC
Silty CLAY (
Interval: 0 - 30'
Wet)
Possible Fill:
01
Brown Silty Fine to
GROUT
Coarse Sandy CLAY
Type: Cement
with Black Manganese
10
Interval: 0 - 26'
Staining (Moist)
Possible Fill: Red
Brown Slightly Sandy
SEAL
Silty CLAY (Moist)
Type: Bentonite
Interval: 26 - 28'
Residuum: Red
Slightly Sandy Clayey
15
SILT with Trace Mica
(Moist)
FILTERPACK
Residuum: Red Fine
to Medium Sandy
Type: Clean Sand
Clayey SILT with
Interval: 28 - 45'
Trace Mica (Moist)
20
Residuum: Red
Brown Slightly Clayey
f
SCREEN
Fine to Medium
Sandy SILT with
Diameter: 2"
race Mica (Moist)
Type: PVC -Slotted
Interval: 30 - 45'
Residuum: Tan
Brown Fine to Coarse
Sandy SILT with
25
Trace Mica (Moist)
26.00
Residuum: Tan White
LEGEND
Silty Fine to Coarse
28.00
SAND with Quartz
FILTER PACK
Fragments (Moist)
Residuum: Tan White
® BENTONITE TOC TOP OF CASING
Brown Slightly Sandy
30
GS GROUND SURFACE
®CEMENT GROUT
SILT with Trace Mica
BS BENTONITE SEAL
(Moist -Wet)
® CUTTINGS / BACKFILL FP FILTER PACK
TSC TOP OF SCREEN
1 STATIC WATER LEVEL BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
COMPLETION REPORT OF
47.1S&ME WELL No. MW-5 (MW)
ENGINEERING . TESTING Sheet 1 of 2
ENVIRONMENTAL SERVICES

PROJECT: Case Farms
j PROJECT NO: 1584-09-008
PRC),IFr:T I nrATInN• Rurke Cnunty_ NC
GROUND SURFACE ELEVATION:
LOGGED BY:
CHECKED BY: E. Henriques
u
C
C
STRATA
WELL
DETAILS
Q �
p
p
W
J
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Lu
Lu
WELL CONSTRUCTION DETAILS
DESCRIPTION
m
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35
(See Page 1)
LEGEND
El FILTER PACK
® BENTONITE TOC TOP OF CASING
® CEMENT GROUT GS GROUND SURFACE
BS BENTONITE SEAL
® CUTTINGS / BACKFILL FP FILTER PACK
TSC TOP OF SCREEN
V STATIC WATER LEVEL BSC BOTTOM OF SCREEN
TD TOTAL DEPTH
CG CEMENT GROUT
Residuum: Tan White
Brown Fine to
Medium Sandy SILT
with Trace Mica
(Moist -Wet)
(continued)
Residuum: Tan White
Slightly Sandy SILT
with Mica (Moist -Wet)
Residuum: Tan White
Fine to Medium
Sandy SILT with
Trace Mica
(Moist -Wet)
_
45.00
Partially Weathered
Rock: Brown and Tan
Fine Sandy Silt
COMPLETION REPORT OF
WELL No. MW-5 (MW)
tS&ME
ENGINEERING • TESTING Sheet 2 of 2
ENVIRONMENTAL SERVICES

APPENDIX 11
Hydraulic Conductivity Analysis

RISING HEAD ANALYSIS
I. Data Collection
A. Pumped an unknown volume of water from each well.
B. Recorded water column thickness during recovery on 3 second intervals using
a data logger and a pressure transducer.
C. Completed two rising head tests each well.
II. Data Analysis (Bouwer and Rice Method)
A. Converted water column thickness to depth to groundwater by subtracting the
water column thickness from the total well depth relative to top of casing
(TOC).
B. Inputted and plotted depth to water relative to TOC versus time for each test.
C. Computed the slope (using line regression methods) of the observed middle
straight-line portion of each depth to water versus time.
D. Inputted the following well characteristics:
a. Depth to the aquifer base relative to the top of ground surface
b. Depth to water, which was measured from TOC at each monitor well
was corrected for and input as depth below the ground surface.
c. Depth to top of screen relative to . TOC from the well construction
records and was corrected for and input as depth below the ground
surface.
d. Casing diameter from well construction records.
e. Sand pack porosity that is assumed.
E. Used the well construction data, calculated slope, and projected y-intercept
from the straight line to calculate the hydraulic conductivity.

r
0. 18. 36. 54. 72. 90.
Time (sec)
WELL TEST ANALYSIS
Data Set: S:\1584\PROJECTS MASTER\Projects 2009\008 Case Farms\Slugs\MW-3A2(aquifer20).agt
Date: 04/20/09
Time: 12:01:34
PROJECT INFORMATION
Company: S&ME, Inc
Client: Case Farms
Project: 1584709-008
Location: Morganton, North Carolina
Test Date: 3/24/09
AQUIFER DATA
Saturated Thickness: 20. ft
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (MW-3A2)
Initial Displacement: 2.735 ft
Static Water Column Height: 10.31 ft
Total Well Penetration Depth: 10.31 ft
Screen Length: 10.31 ft
Casing Radius: 0.0833 ft
Well Radius: 0.2083 ft
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
K = 0.005926 cm/sec
y0 = 0.9713 ft

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0.01
0 001
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0. 160. _ 320. 480. 640. 800.
Time (sec)
WELL TEST ANALYSIS
Data Set: S:\1584\PROJECTS MASTER\Projects 2009\008 Case Farms\Slugs\MW-4(aquifer20).agt
Date: 04/20/09
Time: 12:01:40
PROJECT INFORMATION
Company: S&ME, Inc
Client: Case Farms
Project:. 1584-09-008
Location: Morganton, North Carolina
Test Date: 3/24/09
AQUIFER DATA
Saturated Thickness: 20. ft
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (MW-4)
Initial Displacement: 5.287 ft
Static Water Column Height: 7.231 ft
Total Well Penetration Depth: 7.231 ft
Screen Length: 7.231 ft
Casing Radius: 0.0833 ft
Well Radius: 0.2083 ft
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
K . = 0.0009543 cm/sec
y0 = 4.242 ft

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01
a0. _ 80. 160. 240. 320. 400.
Time (sec)
WELL TEST ANALYSIS
Data Set: S:\1584\PROJECTS MASTER\Projects
2009\008 Case Farms\Slugs\MW-5(aquifer20).agtt
Date: 04/20/09
Time: 12:01:45
PROJECT INFORMATION
Company: S&ME, Inc
Client: Case Farms
Project: 1584-09-008
Location: Morganton, North Carolina
Test Date: 3/24/09
AQUIFER DATA
Saturated Thickness: 20. ft
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (MW-5)
Initial Displacement: 9.136 ft
Static Water Column Height: 10.68 ft
Total Well Penetration Depth: 10.68 ft
Screen Length: 10.68 ft
Casing Radius: 0.0833 ft
Well Radius: 0.2083 ft
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
K = 0.0004109 cm/sec
y0 = 5.825 ft

APPENDIX III
Groundwater Analytical

ESEARC ANAlyTiCAI
I-Ab®RATOR'I'ES, INC.
Analytical/Process Consultations
Nc#U
a =
April 8, 2009
S & ME, Inc.
3718 Old Battleground Avenue
Greensboro, NC 27410
Attention: Lisa Ennis
Proiect Name: Case Farms - #1584-09-008
RAL Dissolved Nitrate-Nitrogei
Sample Sample Solids TOC Chloride NO-3-N
Identification Number Date Time (mp/L) (mt=/L) m L (mefL)
M W-3 641749 03/24/09 1145 122 2.23 8.0 1.53
MW-4 641750 03/24/09 1240 64.0 0.92 11 0.524
MW-5 641751 03/24/09 1300 66.0 0.52 11 0.787
mg/L = milligrams per Liter = parts per million (ppm)
< = Less than or below detection limit

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Page 1 of 1
a
VLfuTEST
Laboratory
Report
Lab LocLNCfDW
Lab Location 'C'
Lob Iocofion 'W'
NC/WW CertA 067 rtA 37731
NC/WW Cert.#: 103
NCIDWL01733 NC1WW CertA 075 NCIDW Cert.#: 37721
6701 Conference DrC 27607
6300 Ramada Dr, Suite C2, Clemm2 6624
Gordon Rd, Unit G, Wilmington, NC 28411
Ph: (919)8344984834-6497
Ph: [phone]
Fax: (336Ph: [phone] Fax: [phone]
Project No.: *01
Report Date:
4/212009
Project ID: 641749150151
Date Received:
3/27/2009
�-- Prepared for ---
Sid Champion
Research & Analytical Labs
Work Order #:
0903-02132
106 Short Street
Cust. Code:
RE2841
Kernersville, NC 27284
Cust. P.O.#:
No. Sample ID
Date Sampled
Time Sampled Matrix
Sample Type Condition
001 641749
i
3/24/2009
11:45 GW
Grab 4 +1- 2 deg C
-� Test Performed
Method
Results
Lafi Loc �p l!F Time Qualifier
Total Organic Carbon
SM 5310C
2.23 mg/L
R 3131109 9:27
No. Sample ID
Date Sampled
Time Sampled Matrix
Sample Type Condition
002 641750
3124/2009
12:40 GW
Grab 4 +1- 2 deg C
Test Performed
Method
Results
Lab Loc �aftedTime Qualifier
Total Organic Carbon
SM 5310C
0.92 mg1L
R 3131109 9:27
No. Sample ID
Date Sampled
Time Sampled Matrix
Sample Type Condition
l 003 641151
3124/2009
13:20 GW
Grab 4 +1- 2 deg C
Test Performed
Method
Results
Lab Dae�Tim
Loc e Qualifier
Total Organic Carbon
SM 5310C
0.52 mg/L
R 3131109 9:27
Reviewed by:
for Tritest, In .

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7 _r
l
/jf 'J