12022 Amity Garden Revised Redevelopment Plan Walmart #1666-04 201005

REDEVELOPMENT PLAN – REVISED MAY 2010
PROPOSED WALMART STORE # 1666-04
FORMER AMITY GARDENS SHOPPING CENTER
3800-3900 E INDEPENDENCE BLVD, CHARLOTTE, NC
NC BROWNFIELDS PROJECT # 12022-08-60
S&ME PROJECT # 1354-06-263K

Prepared for:

Kimley-Horn and Associates, Inc
4651 Charlotte Park Drive, Suite 300
Charlotte, NC 28217

Prepared by:

9751 Southern Pine Boulevard
Charlotte, North Carolina 28273

May 2010

REDEVELOPMENT PLAN – REVISED MAY 2010
PROPOSED WALMART STORE # 1666-06
FORMER AMITY GARDENS SHOPPING CENTER
3800-3900 EAST INDEPENDENCE BOULEVARD
CHARLOTTE, NORTH CAROLINA
NC BROWNFIELDS PROJECT # 12022-08-60
S&ME PROJECT # 1354-06-263K

EXECUTIVE SUMMARY
The purpose of the Redevelopment Plan is to comply with provisions of the Brownfield
Agreement as set forth in portions of Section 16 of the Brownfield Agreement and listed
below.

 16 (b). Physical redevelopment of the Property may not occur other than in accord with
a plan, the implementation of which may not commence until DENR has approved it.
The plan shall provide at a minimum for assessment of soil contamination at the
Property; addressing of any such contamination discovered through the assessment or
otherwise; health and safety issues associated with all potential activities described in
the plan; and the timing of redevelopment phases.
 16 (c). Unless DENR states otherwise in writing, in advance, regarding one or
more structures, physical redevelopment of the Property may not be initiated until all
structures depicted on the plat component of the Notice referenced below in paragraph
21 are demolished in accord with applicable provisions of law, including without
limitation those pertaining to lead and asbestos abatement that are administered by the
Health Hazards Control Unit within the Division of Public Health of the North
Carolina Department of Health and Human Services.
 16 (e). No building containing enclosed space may be used or constructed on the
Property unless and until DENR determines in writing that contaminated vapor does
not pose an undue risk to those expected to use the building (except that the current use
of buildings shown on the plat component of the Notice referenced in paragraph 21
below may continue for 270 days following recordation of said Notice). That showing
may be made through evidence regarding either natural conditions in the area of the
proposed building or conditions produced by work conducted in accord with
subparagraph 16.b. above, or a demonstration of the effectiveness of a vapor barrier
system and/or sub-slab vapor venting system, or other effective vapor mitigation
system, approved in writing in advance by DENR and installed to DENR’s written
satisfaction.
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 16 (g). Except in connection with testing, remediation and monitoring required by
DENR, no activities that remove or use groundwater (for example, installation of water
supply wells, fountains, ponds, lakes or swimming pools supplied by groundwater, or
construction or excavation activities) may occur on the Property without prior
sampling and analysis of groundwater to the satisfaction of DENR, and submittal of the
analytical results to DENR. Any water pumped from the ground shall be containerized,
sampled and disposed of to DENR’s written satisfaction, unless this requirement is
waived in writing in advance by DENR regarding a particular instance of pumping. If
the analytical results disclose to DENR contamination in excess of North Carolina’s
groundwater quality standards, the proposed activities may not occur without the
written approval of DENR on such conditions as DENR imposes, including at a
minimum the requisite legal approval of plans and procedures to protect public health
and the environment during the proposed activities.
 16 (l). Within 30 days after any written DENR request to do so, the then owner of
each portion of the Property containing any groundwater monitoring wells, injection
wells, recovery wells, piezometers and other man-made points of groundwater access at
the Property shall effect the abandonment of same in accordance with Subchapter 2C
of Title 15A of the North Carolina Administrative Code, and shall, within 30 days after
concluding such abandonment, provide the official identified in subparagraph 36
below, the Inactive Hazardous Sites Branch of DENR’s Superfund Section and DENR’s
Division of Water Quality a written report setting forth the abandonment procedures
and results that includes well abandonment records.

This Revised Redevelopment Plan is being issued also to address comments made by NCBP
to the original (January 12, 2010) Redevelopment Plan. In correspondence dated February
12, 2010, NCBP requested additional details be submitted regarding several items. S&ME
and Kimley-Horn representatives had several subsequent meetings and tele-conferences in
March and April 2001 with NCBP representatives in an attempt to resolve the outstanding
questions regarding the proposed redevelopment. This document is intended to serve as a
stand alone document which includes the information provided in the January 2010
Redevelopment Plan along with updated information concerning site activities conducted
since the January 2010 Plan was submitted, and additional information as requested by
NCBP including the Targeted Soil Remediation Work Plan.
PRE-DEMOLITION ABATEMENT & STRUCTURAL DEMOLITION
The structures associated with the former Amity Gardens Shopping Center have been
demolished. In accordance with state requirements, the asbestos containing materials
(ACMs) were abated prior to demolition. The presence of soil and groundwater
contamination did not have an impact on the above ground demolition activities. No
below ground demolition has been conducted to date.

Samples of the concrete and asphalt in direct contact with impacted soils were collected
and submitted for Volatile Organic Compound (VOCs) analysis via the Toxicity
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Characteristic Leaching Procedure (TCLP) to aid in waste characterization. The TCLP
results for the concrete and asphalt) do not contain contaminants of concern above TCLP
threshold values, therefore, the slabs/footings will be milled and reused onsite.
However, in order to limit the period of land disturbing activities, the asphalt paving,
subsurface foundations/footings, and concrete floor slabs have been left in place pending
the start of redevelopment activities.
WELL ABANDONMENT
As part of the site assessment activities, S&ME installed a total of 22 monitoring wells:
10 shallow groundwater monitoring wells (MW-1 through MW-10), 11 wells installed to
the top of bedrock (DMW-1 through DMW-11) and a bedrock well (BMW-1) extending
to a depth of 139 feet with two separate screened intervals (Figure 2).

In accordance with the terms of the Brownfield Agreement, Section 16 (l), NCBP
concurrence with abandonment of all site monitoring wells was obtained via
correspondence from NCBP dated April 19, 2010. All of the monitoring wells at this
site were subsequently abandoned by a licensed well driller and in accordance with
Subchapter 2C of Title 15A of the North Carolina Administrative Code.

Well Abandonment Records have been prepared and will be provided to DENR’s
Division of Water Quality, NCBP, and IHSB (under a separate cover) describing the
abandonment procedures and containing the abandonment records.
SUBSURFACE UTILITY - DEEP SANITARY SEWER LINE
A gravity flow sanitary sewer line will be installed on-site as part of the infrastructure
improvements. The sanitary sewer line will traverse the site from Pierson Drive to
Independence Boulevard at which point, the sewer line will connect to existing municipal
sewer lines along Independence Boulevard. The sanitary sewer line will extend to
maximum depth of approximately 27 feet below current ground surface and be located
approximately 360 feet from the area of groundwater contamination located at
monitoring well MW-1 (see Figures 1 and 2). The site civil engineers, Kimley-Horn and
Associates, have worked with the Charlotte Mecklenburg Utility Department (CMUD)
throughout the permitting and design process.

During the pre-purchase due diligence, an assessment of soil and groundwater at selected
points along the proposed deep sanitary sewer line was conducted for environmental and
geotechnical purposes. The findings of this assessment indicated that groundwater will
likely be encountered in portions of the excavation. Soil and groundwater samples
collected along the deep sewer line alignment did not indicate the presence of
contaminants of concern. The location of the proposed deep sanitary sewer line is
depicted on the attached site plan (Figure 1).
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DEWATERING

The deep sewer line will be installed prior to construction of the new structure.
Dewatering will be conducted as needed to facilitate deep sanitary sewer line
construction. The dewatering fluids from this area of the site would be discharged onsite.
As outlined below, previous groundwater analysis along the line documents that
groundwater has not been impacted. In addition, at DENR’s request, hydrogeologic
assessment has been conducted documenting that dewatering will not draw contaminated
groundwater into the construction trench. Therefore, DENR’s written approval, per
Brownfield Agreement section 16 (g), of the deep sewer line dewatering is requested.
Dewatering is not anticipated to be necessary in areas of the site other than the deep
sanitary sewer line.
Materials and Approaches of Dewatering
NCBP has requested that the materials and approaches to be taken (i.e., pumps to be
used, withdrawal rates, etc.) be provided for the dewatering. Walmart intends to hold
competitive bids for this work. Consequently, Walmart will not stipulate means and
methods to the prospective bidders. Thus, details materials and approaches are not
available and can not be provided at this time.
Environmental Sampling Data from the Anticipated Dewatering Zone
Dewatering will be necessary to facilitate “subsurface utility” installation associated with
a sanitary sewer line at the site because of the depth to groundwater and the depth of
proposed “subsurface utility” (sewer line). The depth of the on-site subsurface utility is
dictated by the depth of the off-site public lines to which the on-site subsurface utility
lines must connect. As part of the assessment phase of the project, S&ME installed
monitoring wells (DMW-2, DMW-3B, DMW-4, DMW-5, and DMW-6, locations
depicted on Figure 2) within the path of the proposed subsurface utility to evaluate the
groundwater in this area of the site. The groundwater data collected from the wells
installed in the anticipated zone of dewatering did not document the presence of
groundwater contamination in this area of the subject site.

The findings of this assessment of the anticipated dewatering zone were included within
the data previously submitted to NCBP in the June 23, 2009, Summary Environmental
Site Assessment Report (Pages 26-27 and associated data Tables) and documentation
concerning the well installation was presented in Progress Report # 1 dated October 22,
2008 (Page 3).

The proposed sewer line is located approximately 360 feet from the source area of
contaminants of concern near the former location of monitoring well MW-1. However,
NCBP requested additional supporting data such as a hydrogeologic assessment to back
up the conclusion that the dewatering in the area of the proposed deep sanitary sewer line
will not be impacted by contaminated groundwater. In response to NCBP’s request,
S&ME conducted slug testing and associated modeling to support a hydrogeological
evaluation of the groundwater flow in the location of the proposed sewer line. The
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assessment found that the contaminated groundwater in the vicinity of former monitoring
well MW-1 would not be captured by the proposed dewatering. The attached Report of
Slug Testing and Dewatering Evaluation dated May 20, 2010 is provided as in Appendix
I of this Revised Redevelopment Plan.
Contingency Plan for Unanticipated Areas of Dewatering
Dewatering is not anticipated to be necessary in areas of the site other than the deep
sanitary sewer line. However, in the event that dewatering becomes necessary in
locations of known soil and/or groundwater contamination, the dewatering fluids will be
sampled, analyzed for volatile organic compounds (VOCs), and containerized until
receipt of the laboratory analysis. Copies of the analytic data will be provided to NCBP.

If the laboratory analysis does not document the presence of VOCs at concentrations
above the state groundwater and surface water standards, the dewatering fluids generated
from this location will be discharged onsite. However, if laboratory analytical data
documents the presence of VOCs in the dewatering fluids above applicable groundwater
and surface water standards, the dewatering fluids from that particular location of the site
will be containerized onsite pending offsite disposal at an approved facility.
TARGETED SOURCE AREA SOIL REMEDIATION WORK PLAN
In accordance with Section 15 of the Brownfield Agreement, DENR is not requesting the
developer to perform any active soil or groundwater remediation. However, Walmart has
voluntarily elected to attempt remediation of a selected area of impacted soils. NCBP has
requested additional information concerning the proposed Targeted Source Area Soil
Remediation. Specifically, methods and approach to be used for post-treatment soil
verification, chemicals to be introduced, and whether state permits are required for the
proposed treatment.

Walmart intends to hold competitive bids for this work. Walmart will not stipulate
means and methods to the bidders. Consequently, details of the means and methods of
In-Situ Blending of Soil and Chemical Amends for the Targeted Source Area Soil
Remediation can not be provided at this time.

S&ME’s role will be to provide construction observation services for the Targeted Source
Area Soil Remediation task and this correspondence serves as a Work Plan for the
construction observation services. These construction observation services will include
reviewing the soil remediation contractor’s pre-job submittals; observation and
documentation of field activities associated with the Targeted Source Area Soil
Remediation; documentation of field screening data via photo-ionization detector (PID)
collected in the breathing space and of soils undergoing treatment; and collection,
laboratory analysis, and reporting of pre-treatment and post-treatment soil samples. The
pre-treatment and post-treatment analytical results will be compared to document the
treatment effectiveness.

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Targeted Source Area for Soil Remediation
The horizontal extent of soils with contaminant concentrations equal to or above the
Inactive Hazardous Sites Branch Health-Based Soil Remediation Goals (IHSB-
HBSRG’s) has been selected for the remediation. The vertical extent for remediation has
been selected to be from the ground surface to a depth of approximately 5 feet. Five feet
was selected because it is anticipated (based on the site design) that any potential
construction trenches will not likely extend to or beneath this depth. The soil remediation
area will be covered following soil treatment and will remain covered for a period of four
to six weeks. Thus, the goal is to remediate these soils before construction, and thereby
reduce the potential for worker exposure. The area of proposed soil remediation is
depicted on Figure 3.

Based on the environmental assessment activities conducted, groundwater contamination
was found to be concentrated around monitoring well MW-1 with a significant portion of
the soil contamination located beneath the existing structure where the former dry cleaner
operated. The aerial extent of impacted soils above the IHSB-HBSRG’s is estimated to
be approximately 2,300 square feet. Using an estimated soil density of 1.5 tons per cubic
yard, remediation to 5 ft below existing soil surface computes to approximately 625 tons
of soil for in-situ treatment.
Description of Proposed Targeted Source Area Soil Remedial Actions
Targeted source area soil remediation will be conducted by the addition of chemical
amendments to the selected treatment area. The effectiveness of soil remediation is
highly dependent upon the volume of soil in direct contact with the chemical
amendments. Thus, in order to maximize contact, a rotary drum blender attached to an
excavator will be utilized to blend the target area soils with the chemical amendments. It
is anticipated that the blending process will take approximately two to three days in the
field to complete.

Proposed Chemical Amendments
The selected remediation contractor will provide all equipment and chemical
amendments for the projects. As indicated previously, means and methods may not be
specified. However, S&ME has solicited input from three firms specializing in in-situ
soil remediation (potential bidders) to identify potential chemical amendments for use at
the subject site. Each of the firms has provided a proposed chemical amendment.

Based on the documented contaminant concentrations, enhanced bioremediation /
reductive dechlorination will most likely be selected. Enhanced bioremediation promotes
anaerobic biological “consumption” of the contaminants by indigenous bacteria. A
mixture of lactate esters and fatty acids (known under various trade names and zero-
valent iron (ZVI) is proposed as the amendment. The lactate esters in both products
provide a long-term (up to two years) source of hydrogen for promoting anaerobic
degradation of the contaminants; the addition of ZVI increases the rate of reductive
dechlorination, treats higher concentrations of chlorinated hydrocarbons, and adds abiotic
reduction capability. Studies have shown that a combination of biological and abiotic
degradation is faster and more complete than either individual method. The abiotic beta-
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elimination pathway provided by ZVI reduces the probability of creation of chlorinated
daughter products during reduction.

The proposed chemical amendments are each discussed below. The winning bidder for
the contract will select the chemical amendment and be responsible for providing
documentation that their selection will achieve the project goals (i.e., a pay for
performance type system). The proposed amendments are as follows.

 Anaerobic Biochem Plus (ABC® +) is a mixture of Anaerobic BioChem, a lactate,
with the addition of zero valent iron. The ABC+ works via bioremediation. A copy of
a brochure for the ABC+ is attached for your reference.
 3-D Microemulsion (3DMe)® is a type of Hydrogen Release Compound (HRC®). A
copy of a brochure for the 3DMe)® is attached for your reference.
 Persulfate has been proposed by one firm to be utilized as a means of chemical
oxidation.

Once the winning bidder is selected, documentation of the chemical amendment selected
will be provided with the targeted soil remediation documentation package for submittal
to NCBP.
NCBP Permit Requirements
Multiple alternative remedial methodologies and approaches were considered. As part of
the remedial methodology selection process, the need for permitting was investigated for
each of the potential remedial options. In-situ soil blending (a.k.a. soil mixing) was
selected as the remedial technology to be utilized at this site in part because of the lack of
required permits. In-situ soil blending does not generate a (soil) waste, and thus, no
permitting associated with waste transportation and disposal is required.

There was a question as to whether an injection permit would be necessary. In order to
answer this question, on April 17, 2009, Ms. Julie Bennett with S&ME contacted Mr.
Thomas Slusser of NCBP’s Aquifer Protection Section via e-mail to inquire if an
injection permit would be required to conduct the proposed in-situ blending activity. Mr.
Slusser responded (via e-mail) on April 22, 2009. According to Mr. Slusser, if
remediation activities occur above or below the water table, an injection permit is
required; IF the boring, excavation, etc. meets the 15A NCAC 2C.0204 regulatory
definition of a well: and is deeper than it's largest surface dimension and is intended to
be used for the injection (emplacement or discharge) of solids or fluids into the
subsurface or groundwater.” Based on the proposed blending area configuration, the
proposed depth (5 feet bls) would not be exceeded by the smallest surface dimension
(125 feet). Thus, the proposed action would not require an injection permit from the
NCBP-Aquifer Protection Section. A copy of the e-mail correspondence is available
upon request. 
Post Treatment Documentation and Verification
 It is estimated that the majority of the soil biodegradation and reduction will occur
within the first six to eight weeks. However, an initial sampling event is scheduled to
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occur approximately 10 days after the in-situ blending is complete. The 10-day
sample data is not anticipated to meet remediation goals but will serve as an indicator
that treatment is occurring. Four representative soil sample locations will be selected
for the 10-day sampling event.
 Approximately six weeks after completion of the in-situ soil blending, soil samples
will be collected for the purpose of evaluating the effectiveness of the in-situ soil
blending at reducing the contaminant concentrations. S&ME will collect up to 16
post-remediation soil samples to be submitted for analysis by a North Carolina
Certified laboratory for volatile organic compounds (VOCs) via EPA Method
8260B. The soil samples will be collected from a variety of depths with a
maximum depth of five feet below land surface. The treated soils are anticipated
to be soft and thus, S&ME proposes to collect the soil samples using a hand auger.

 The area in which the in-situ soil blending takes place will not be suitable to support a
structure/building on top of the remediation area without enhancement. A tensar
biaxial geogrid (BX1200) will be placed over the remediation area to enhance stability
of the remediation area. This type of geogrid will effectively create a bridge over the
area of soft soils. Fill material would be placed on top of the geogrid. The geogrid
area has been assumed to be equal to the area of the remediation zone plus ten percent
(i.e. 2,300 square feet + 230 square feet = 2,530 square feet).

 Following receipt of the laboratory results and completion of the geogrid
placement, S&ME will prepare a written report documenting the targeted source
area soil remediation activities. The report will include a map depicting the
treatment area, a discussion of the remediation methodology, photographs of the in-
situ blending activities, laboratory results of the post-remediation soil samples, and
documentation of the placement of the geogrid over the remediation zone.

FOUNDATION CONSTRUCTION
21 feet 21 feet
5 feet
23 feet
Building Pad
ALLUVIUM
EXISTING FILL
RESIDUUM
NEW
FILL
CREEK
*FOR ILLUSTRATIVE PURPOSES ONLY. DEPTHS AND DISTANCES VARY ACROSS THE SITE.
Geopiers

Due to a compressible layer of alluvial soils underlying the existing fill on site, either
extensive site work and grading or deep foundation support is required in order to limit
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settlement of the proposed Walmart building. Of the foundation support options
considered that would satisfy the structural and geotechnical requirements, the Geopier®
Impact Pier was selected because it is installed without producing spoils thus limiting
contact with contaminated soils and groundwater. In addition, the piers are constructed
using materials that will not be affected by the presence of the contaminants of concern
or soil treatment amendments.
VAPOR INTRUSION
As per Section 16 (e) of the Brownfield Agreement, with exception for currently
occupied buildings, no building containing enclosed space may be used or constructed on
the property unless and until DENR determines in writing that contaminated vapor does
not pose an undue risk to those expected to use the building. According to the
Brownfield Agreement, the showing may be made through evidence regarding either
natural conditions in the area of the proposed building or conditions produced by work
conducted in accord with the Brownfield Agreement subparagraph 16.b or a
demonstration of the effectiveness of a vapor barrier system and/or sub-slab vapor
venting system, or other effective vapor mitigation system, approved in writing in
advance by DENR and installed to DENR’s written satisfaction.

Assessment of the subsurface soil and groundwater has been conducted at the subject site.
Contaminated soils have been determined to be limited to a small area of the subject site
beneath a couple of units of the former multi-unit strip center building. Groundwater
contamination also appears to be limited in horizontal extent to an area around
monitoring well MW-1 (Figure 2). The depth to groundwater in the area of soil and
groundwater contamination is approximately 13 feet below existing land surface. The
area of impact will correspond to the future location of a portion of the stock room for the
proposed Walmart Store. The stock room will not be continually occupied and will not
be accessible to customers.
Vapor Intrusion Prevention Measures
Considerable time and effort have been expended to develop a multi-prong approach to
significantly abate the potential for vapor intrusion within the proposed Walmart Store.
These efforts included a review of available literature on the effectiveness of vapor
barrier systems conducted in Summer 2009, a Fall 2009 review of NCBP files to identify
the actions and NCBP requested field verification for other sites across North Carolina,
and solicitation of input from the project design team which included environmental, civil
engineering, architectural, structural, and mechanical/electronic engineering personnel.
Similar to the Multiple Lines of Evidence (MLE) approach utilized for assessment of
vapor intrusion potential, this approach has been selected to address potential vapor
intrusion via multiple independent methodologies. Multiple steps have been planned to
reduce the potential for vapor intrusion in the new structure. However, each of the
approaches can be utilized effectively individually and do not rely on one another to be
effective. The results of the proposed plan to address vapor intrusion potential are
described by the following steps.

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Source Area Reduction
Targeted source area soil remediation is proposed as a means of reducing the contaminant
mass and consequently, the potential for vapor intrusion.
Increase Distance Between Floor Slab and Contamination
Clean fill material will be added to increase the distance between the finished floor of the
proposed structure and the contaminated materials (soils/groundwater) by adding three
(3) to six (6) feet of clean fill material to the existing ground surface.

Decrease Preferential Pathways For Vapors
Fill soils will be placed onsite and compacted as a means to decrease preferential
pathways for vapors. Compacting the fill material will serve to reduce the pore space in
the soils through which vapors may collect and/or travel.

Venting System
Subsurface vapors will be diverted via installation of a passive venting system. A
passive system was selected because it is environmentally friendly as it will not require
additional energy consumption to operate; the passive system will not require the use of
blowers and thus will reduce the number of components which have the potential to wear
out and fail over time; and to minimize overall system operation and maintenance needs
which also reduces costs and increases dependability. S&ME personnel will conduct
construction observations during installation of the passive venting to document that the
passive venting system has been installed as per the design and specifications. A copy of
the venting system specifications is provided in Appendix II. An engineer’s certification
statement will be provided to document the construction observations, photographs
documenting the installation, and a brief narrative describing the installation of the
passive venting system.

Vapor Barrier
A vapor barrier will be installed as a means to retard vapor intrusion into the proposed
structure. Materials (the barrier, boots, tapes, etc) specifically designed for this
application were selected and specified in the design. S&ME personnel working in
concert with a specialty contractor met with vapor barrier manufactures to select the
material of construction for the vapor barrier and associated boots. S&ME personnel will
conduct construction observations during vapor barrier installation to document that the
vapor barrier has been installed as per the design and specifications. A copy of the vapor
barrier specifications is provided as Appendix II. An engineer’s certification statement
will be provided to document the vapor barrier installation, photographs documenting the
installation, and a brief narrative describing the installation.
Floor Slab
Wal-Mart’s store design utilizes the floor slab as a structural component. Walmart
utilizes a specialty contractor for the floor slab. S&ME and our subcontractor (W.S.P.
Sells) have worked in conjunction with Wal-Mart’s Floor Slab Contractor to develop the
specifications for the venting system and vapor barrier to work in concert with the
structural slab requirements. There is particular emphasis placed on maintaining the
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integrity of the floor slab. To this end, construction sequencing is such that the sub-base
is placed and the shell of the building including the roof area constructed prior to
placement of the floor slab.
Site Configuration
The Walmart Project Team has examined potential ways to configure the structure and
parking field on the subject site. The area of contamination is primarily located in an
isolated area near the western property boundary with the majority of the site not
impacted. However, based on physical site constraints and roadway set back
requirements, the location of the proposed building could not be redesigned to avoid the
area of contamination completely. Fortunately, the building could be configured such
that the area of contamination will be beneath an isolated portion of the new structure
which will be utilized for storage space. The public will not have access to the storage
area and Walmart Associates will be present in this area for limited periods of time.
Additionally, subsurface utilities and sub-slab penetrations have been routed around the
area of documented soil and groundwater contamination.
Building Ventilation / HVAC
The North Carolina State Mechanical Code (with amendments to the 2006 International
Mechanical Code), and ASHRAE 62.1 2004 will be used to design of the building’s
heating, ventilation and air conditioning systems. The building ventilation system is
designed to prevent vapor intrusion into the structure. Under normal operating
conditions, the building air supply will be replaced every 2.5 hours. The rooftop units
supply 19,460 cubic feet per minute of outside air and the building volume is
approximately 3,002,220 cubic feet. The International Mechanical Code requirement for
this store is 18,102 cubic feet per minute of outside air. Additional roof top units are
capable of supplying 100% outside air if carbon dioxide levels rise to 1100 parts per
million wherein, an additional 31,815 cubic feet per minute of outside air would be
brought in until carbon dioxide levels decrease to an acceptable level. The building
exhausts 17,512 cubic feet per minute resulting in a net positive pressurization of 1,948
cubic feet per minute during normal operation. This positive air pressure inside the
building inhibits infiltration which includes vapor intrusion. Even if the slab or the vapor
barrier system were compromised, this pressurized system would detour vapors from
entering the building. Further, the replacement of air every 2.5 hours also limits the
potential for exposure.

Wal-Mart’s mechanical contractor for the project, HEI will provide periodic site
construction observations to assist in verifying the construction and installation is in
general conformance with the plans and specifications. The HVAC equipment
manufacturers will perform start up and commissioning of all their units. Once the
commissioning is complete, HEI will make a Building Performance Verification visit, to
observe the functional performance of HVAC equipment. Once operational the
ventilation system will be monitored by Wal-Mart’s central monitoring station. In the
event of a system outage, command center personnel will be alerted and necessary
measures take to resolve the malfunction.
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Post Construction System Checks
As per standard protocol for construction of Wal-Mart Stores, an independent firm will
conduct test and balance of the ventilation system prior to occupancy. The test and
balance will be utilized as confirmation that the ventilation system is operating as
designed. Modifications to the system will be made, if needed, to achieve compliance
with the design specifications. A certification statement can be provide by the test and
balance firm to document that testing was conducted and that the ventilation system is
operating with the positive pressure as designed.
Post Construction Vapor Intrusion System Monitoring
The February 12, 2010 NCBP correspondence states the following. “While the overall
Plan contains some reasonable approaches to mitigate expected vapor intrusion at this
site, the Plan fails to provide any demonstration (i.e. field verification) that vapor
intrusion risk has been eliminated and/or significantly abated at the property.”
In response to this correspondence, a follow-up meetings, tele-conferences, and emails
exchanges were held with NCBP, Wal-Mart, Troutman Sanders, S&ME, and Kimley-
Horn personnel to resolve the demonstration requirement. It is our understanding based
on these exchanges with NCBP that that post-construction monitoring of the vapor
intrusion prevention system will be required in order gain NCBP approval of the
Redevelopment Plan. Further, in an email correspondence dated April 21, 2010, NCBP’s
Joe Ghiold provided a written description of an acceptable means of post-construction
monitoring. The following proposed post-construction monitoring approach is based on
the information provided by the April 21, 2010 email.

Four pressure measurement locations will be established. Two pressure measurement
locations will be placed within the interior of the store in the stock room area. Two
additional pressure monitoring points will be located beneath the slab and above the
vapor barrier and passive venting system in the area of contamination. Each pressure
monitor will be capable of measuring at least a pressure differential of 2 Pascal (Pa). A
telemetry system will be installed to record and transmit the pressure monitoring data to
S&ME for preparation of monitoring reports. Note, the subsurface pressure monitors
will not be installed in such as manner to allow for future replacement in the event of
monitoring system failure.

Pressure monitoring will be conducted for a period of seven continuous months and
provided to NCBP in graphical format at the end of each 60 day monitoring period. As
per NCBP, the data will be captured at 10 second intervals or less, the data may be
averaged, and one (1) to five (5) minute averages recorded. At the end of the seven
month monitoring period documentation of the system efficacy will be provided to
NCBP. The pressure monitoring system will be permanently decommissioned following
completion of the pressure monitoring.

If the pressure monitoring data averaged over thirty (30) day periods, indicates that a
pressure differential of 2 Pascal or more is consistently being met, the vapor system
analysis will be considered complete and NCBP will consider the vapor system effective
per section 16 (e) of the Brownfield Agreement. If the pressure monitoring data averaged
12
Revised Redevelopment Plan – Proposed Walmart #1666-04 May 2010
East Independence Blvd., Charlotte, NC S&ME Project No. 1354-06-263K

13
over thirty (30) day periods indicates that a pressure differential of 2 Pascal is not
consistently being met, Wal-Mart may make a demonstration that the system
effectiveness does not pose an undue risk to those expected to use the building or the
system may be modified to address the pressure differential. These modifications may
include increasing the positive pressure HVAC system, modifications to the venting
system or other means deemed necessary to achieve the pressure requirement. Closure,
interruption or other interference with the normal operations of the store will not be
required. If modifications to the system are implemented, documentation of the
modifications will be provided to NCBP.
HEALTH AND SAFETY PLANNING
Measures have been taken to reduce potential health and safety concerns associated with
the presence of soil and groundwater contamination at the site. The voluntary soil
remediation will be conducted by OSHA 40-Hour trained personnel and will be staged to
occur before most of the construction work begins on site. Additionally, a worker
orientation program is being developed for all personnel who will be working at the site.
The orientation program will provide workers with basic knowledge about the types of
contaminants present at the site and where they are likely to be encountered. Procedures
for notification of supervisors in the event of discovery of unforeseen contamination will
be discussed.
PROJECT PHASING
As indicated above the structures associated with the former Amity Gardens Shopping
Center have been demolished and the monitoring wells have been abandoned. The
asphalt parking areas and floor slabs remain in place pending the start of redevelopment
actions. Following receipt of approval of the Revised Redevelopment Plan, bid
documents will be prepared and the site work will be let out for bids. The next task will
be to conduct the targeted soil remediation. The deep sewer line will be installed prior to
construction of the new structure; and may be installed prior to or concurrently with the
targeted soil remediation. The next tasks will be site preparation (i.e. removal of floor
slabs/asphalt paving, adding fill material, grading), installation of foundations (see
above), followed by construction of the building shell. The vapor barrier and passive
venting system will be installed after the building shell is in place. The floor slab will be
poured, following the vapor barrier and passive venting system installation.

Figures
DMW- 5
DMW- 3
(boring)
DMW - 4
DMW - 2
DMW - 3A
(boring)
DMW - 7
DMW - 6
DMW - 11
DMW - 8
DMW - 10
DMW - 3B
GP - 4

GP - 5

GP - 3

GP - 2

GP - 1

GP - 28

GP - 26

GP - 27
GP - 16/MW - 6

GP - 15/MW - 5

GP - 17/MW - 7

GP - 19/MW - 9

GP - 22/MW - 11
GP - 25
Abandoned
GP - 24 Abandoned
GP - 23/MW - 12

GP - 18/MW-8
GP - 20/MW - 10
GP - 21
(boring)
DMW - 9
Pierson DrE Independence
B
v
Un
a
k
a
A
v
Cutler PlSeifert CrKistler AvEaton Rd
Chippendale Rd Wilshire PlRaney
W
y
Raymond Pl
E

I
n
d
e
p
end
en
c
e
B
v
/P
i
e
r
s
o
n
D
r
R
a
Pierson Dr
MW-2
MW-4
MW-1
MW-3
SAMPLE LOCATION MAPProposed Wal-Mart Store # 1666-04Charlotte, North Carolina21354-06-263KAS SHOWNCJF10.27.09 (REV)JLBFIGURE NO.SCALE:PROJECT NO:DATE:DRAWN BY:CHECKED BY:WWW.SMEINC.COM0 100 200 300
Feet
Geoprobe, Shallow Well Locations (GP)
Approximate Interior Sample Points
Approximate Monitoring Well Location
Intermediate Depth Well (DMW)
Status
Active
Abandoned, Dry
Soil Sample Locations
HA# and GP# 2006
HA# and GP# 2007
Extents of Figure 3
Proposed Wal-Mart Location
Location of Former Pad-Mounted Tranformers
Streams
Streets
Approximate Location of the Subject Property
REFERENCE: 2005 AERIAL PHOTOGRAPHS
THE GEOPROBE, SHALLOW WELL LOCATIONS, LOCATION OF TRANSFORMERS AND INTERMEDIATE DEPTH WELL LOCATIONS WERE FIELD LOCATED USING GPS UNITS CAPABLE OF SUB-
METER ACCURACY. THE APPROXIMATE INTERIOR SAMPLE POINTS LAYER ARE APPROXIMATE LOCATIONS ONLY. THE PROPOSED WAL-MART LOCATION LAYER WAS DERIVED FROM A CAD
DRAWING PROVIDED BY WAL-MART,INC. AERIAL PHOTOGRAPHS AND THE STREETS COVERAGES WERE OBTAINED FROM THE MECKLENBURG COUNTY GIS DEPARTMENT. PLEASE NOTE
THIS MAP IS FOR INFORMATIONAL PURPOSES ONLY. IT IS NOT MEANT FOR DESIGN, LEGAL, OR ANY OTHER USES. THERE ARE NO GUARANTEES ABOUT ITS ACCURACY. S&ME, INC.
ASSUMES NO RESPONSIBILITY FOR ANY DECISION MADE OR ANY ACTIONS TAKEN BY THE USER BASED UPON THIS INFORMATION.
Building 3:
Former Burger King
Building 4:
Bank
Highland Mills
Warehouse Area
Jamco
Building 5:
Antiques Consignments
Offices
Former Craftsman Quality Cleaners
1960-1985
See Figure 3 for Details
Building 2:
Haverty’s Furniture
Building 3:
Former Burger King
Haunted House
Highland Mills
Outlet Area
Building 6:
Kiosk
Famous Mart
Check Into Cash
Harbor Freight
Beauty Salon
Stream
!U!U!U!U!(!(!(!(!(!("S"S"S"S"S"S!A!A!A!A!A!A!A!A!A!A!A!A!A!A!A!A!A!A!A!A!AHA-9
DMW - 1
BMW-1
HA-21
Abandoned
HA-20
MW- 4
GP-6
HA-1
HA-2
HA-3 HA-4
HA-5
HA-6
HA-7
HA-8
GP-9
GP-13
GP-14
HA-10
GP-12 GP-10
GP-11
HA-11
HA-12
MW-2
MW-1
MW-3
GP - 28

GP - 26

GP - 27

GP - 15/MW - 5

HA - 14
HA - 15
HA - 17
HA - 13
HA - 18
HA - 16
SAMPLE LOCATIONS AND APPROXIMATE ZONE OF SOIL CONTAMINATION MAPProposed Wal-Mart Store # 1666-04Charlotte, North Carolina31354-06-263KAS SHOWNCJF10.27.09(REV)JLBFIGURE NO.SCALE:PROJECT NO:DATE:DRAWN BY:CHECKED BY:WWW.SMEINC.COMSoil Sample Locations
!A 2006
!A 2008
"S Approximate Interior Sample Points
Intermediate Depth Well (DMW)
Status
!(Active
!(Abandoned, Dry
!(Geoprobe, Shallow Well Locations (GP)
!(Approximate Location of Bedrock Monitoring Well (BMW-1)
!U Approximate Location of Monitoring Wells (MW)
Approximate Zone of contamination above IHSB Health Based Soil Remediation Goals
Proposed Wal-Mart Location
Buildings
0 25 50 75
Feet±Adjacent Shop:
Harbor Freight Tools
(Occupied)
Harbor Freight Warehouse
Area
"C"
Area
"A"
Area
"B"
Former
Craftman
Quality
Cleaners
Adjacent
Shop:
Beauty Salon
Asphalt
Paved
AreaFormer JAMCOFormer Check Into CashFormer
Famous Mart
THE INTERMEDIATE DEPTH WELL LAYER, THE GEOPROBE, SHALLOW WELL LOCATIONS (GP) LAYER, AND THE LOCATION OF BMW-1 HAVE BEEN LOCATED IN THE FIELD BY S&ME PERSONNEL USING
GLOBAL POSITIONING SYSTEMS (GPS) UNITS CAPABLE OF SUB-METER ACCURACY. THE APPROXIMATE INTERIOR SAMPLE POINTS, APPROXIMATE LOCATION OF MONITORING WELLS, AND SOIL SAMPLE
LOCATIONS LAYERS ARE APPROXIMATE LOCATIONS ONLY. PLEASE NOTE THIS MAP IS FOR INFORMATIONAL PURPOSES ONLY. IT IS NOT MEANT FOR DESIGN, LEGAL, OR ANY OTHER USES. THERE ARE NO
GUARANTEES ABOUT ITS ACCURACY. S&ME, INC. ASSUMES NO RESPONSIBILITY FOR ANY DECISION MADE OR ANY ACTIONS TAKEN BY THE USER BASED UPON THIS INFORMATION.
REFERENCE:
NOTE: PLEASE SEE TABLE 1 FOR SOIL DATA
Proposed Soil
Remediation Zone

Appendix I

S&ME, INC. / 9751 Southern Pine Blvd / Charlotte, NC 28273-5560 / p 704.523.4726 / f 704.525.3953 / www.smeinc.com

May 20, 2010

Kimley-Horn and Associates, Inc.
4651 Charlotte Park Drive, Suite 300
Charlotte, North Carolina 28217

Attention: Mr. Austin Watts, P.E.

Reference: Report of Slug Testing and Dewatering Evaluation
Charlotte (E) Proposed Wal-Mart Store # 1666-04
Amity Gardens Shopping Center
Intersection of Pierson Drive and East Independence Boulevard
Charlotte, North Carolina
S&ME Proposal No. 1354-22853-10
S&ME Project No. 1354-06-263R

Dear Mr. Watts:

S&ME, Inc. (S&ME) is pleased to have the opportunity to submit this letter report presenting an
evaluation of dewatering during the installation of the new sanitary sewer line for the above
referenced project. We provided these services in accordance with a “Standard Agreement for
Professional Services Between Kimley-Horn and Associates, Inc. and an Associate Consultant”.

The purpose of this evaluation is to predict the potential for the dewatering activities associated
with the installation of the sanitary sewer line to pull contaminated groundwater from the area of
monitor well MW-1, located approximately 360 feet from the proposed sewer line. In summary,
the evaluation predicts that contaminants would move less than 7 to 10 feet over a 60 day
dewatering period and thus, would not reach the area of dewatering activities during the
installation of the sewer line.
1 BACKGROUND
S&ME is currently providing a variety of environmental and geotechnical services to Kimley-
Horn for the above referenced project. As per a April 19, 2010 verbal request from Mr. Austin
Watts of Kimley-Horn & Associates, Inc. (KHA), S&ME submitted a proposal to KHA to
conduct slug testing, data reduction, and groundwater flow modeling in order to address
questions raised by North Carolina Brownfield Program (NCBP) regarding dewatering at the
subject site, specifically along the proposed deep sanitary sewer line. The results of the slug
testing and associated data reduction and groundwater modeling will be utilized to support the
pending Redevelopment Plan revisions. The site development plans are illustrated on Figure 1
and the site location is illustrated on Figure 2.
Report of Slug Testing and Dewatering Evaluation S&ME Project No. 1354-06-263R
Proposed Wal-Mart Store # 1666-04, Charlotte, North Carolina May 20, 2010
2 PURPOSE
The purpose of this evaluation is to predict the potential for the dewatering activities
associated with the installation of the sanitary sewer line to pull contaminated
groundwater from the area of monitor well MW-1. Noting that the hydrogeologic
characteristics of the site are limited, S&ME performed this evaluation using a
conservative approach and simulating groundwater flow/drawdown using a three
dimensional groundwater flow model (Visual MODFLOW). The following steps briefly
describe the approach to the evaluation:

1) Perform slug testing in selected monitor wells to estimate the hydraulic
conductivity of the upper aquifer.
2) Model groundwater flow and drawdown using a flat one-layer model.
3) Predict the drawdown of the groundwater surface that would be created
during the dewatering activities.
a. We understand that the sewer line will be installed in sections (i.e.,
approximately 100 feet), and we have simulated the dewatering along a
120-foot section as a conservative dewatering interval.
b. The 120-foot section of sewer line nearest monitor well MW-1 was
selected to have the most likely potential for drawing water from the area
near MW-1 to the sewer line.
c. The installation of each 100-foot sewer line section is expected to take
approximately 2 to 5 days, depending on weather conditions. We
modeled the dewatering activities over a 60-day period to be
conservative.
d. The initial groundwater flow simulation used a hydraulic conductivity
value of 1.1 ft/day (the arithmetic average of slug testing results) and an
assumed specific yield of 0.1 (a typical low value for unconfined
aquifers). Additional simulations used hydraulic conductivity values of
one order of magnitude less than and greater than the average value. A
fourth simulation used a specific yield of 0.3 (a typical high value for
unconfined aquifers).
4) Graph the resulting “cones of depression” for the four simulated runs along
the row that includes MW-1, MW-4, and the nearest location of the sewer
line.
5) Using the predicted drawdown results along the row mentioned above, and
the groundwater elevations based on April 21, 2010 water level
measurements, graph the resulting groundwater surface. Calculate the
following from MW-4 to the sewer line for the first simulation and for the
maximum drawdown values from the four simulations.
a. Gradient
b. Groundwater velocity
c. Groundwater travel distance from MW-4 toward the sewer line.

Note that no contaminants have been detected in monitor well MW-4 located
approximately 220 feet from the proposed sewer line. Monitor well MW-1, with
2
Report of Slug Testing and Dewatering Evaluation S&ME Project No. 1354-06-263R
Proposed Wal-Mart Store # 1666-04, Charlotte, North Carolina May 20, 2010
previous detections of contaminants in the groundwater, is located approximately 360
feet from the proposed sewer line.
3 RESULTS
3.1 Slug Testing
S&ME performed rising head slug tests using four monitor wells: (MW-4, DMW-2,
DMW-4 and DMW-5) on April 21, 2010. These wells were selected since they are
located near or along the proposed sanitary sewer line. The following steps were
performed:

1) Remove the water-tight cap from the top of well casing and measure the depth
to water from the top of casing.
2) Lower a transducer/datalogger and electric pump into the well to near the base
of the well.
3) Measure the depth to water until the water level returns to at or near the static
water level.
4) Lower the water level meter to approximately 4 feet into the water column.
5) Turn the electric pump on and then turn the pump off with the water level in
the well is lowered approximately 4 feet (based on the signal from the water
level meter). A valve at the discharge end of the pump tubing is closed at the
same time to prevent water in the tubing from being released back into the
well.
6) Raise the water level meter to near the original depth to water level and wait
for the water level to rise to the water level meter.
7) Remove the datalogger and pump from the well and recap the well.
8) Download the data from the datalogger and use the Bower & Rice Method to
estimate the hydraulic conductivity.

The results of the Bower & Rice Method and well logs for the wells are included in
Appendix I. In addition, a cross-section of the proposed sewer line along manhole
MH#3 and MH#5 is also included in Appendix I. The test for MW-4 was run twice and
the results for both tests indicated a higher recovery rate between 1.4 and 2.3 minutes,
suggesting a higher permeability layer the aquifer at this depth, and this value is used in
the estimation of hydraulic conductivity. A summary of the estimated hydraulic
conductivity values for the tests are presented below.
3
Report of Slug Testing and Dewatering Evaluation S&ME Project No. 1354-06-263R
Proposed Wal-Mart Store # 1666-04, Charlotte, North Carolina May 20, 2010

Well Conductivity
(ft/day)
Conductivity
(cm/sec)
MW-4 1.63 5.75E-4
DMW-2 0.329 1.16E-4
DMW-4 1.89 6.65E-4
DMW-5 0.502 1.77E-4
Average 1.1 3.83E-4
Geometric Mean 0.68 2.98E-4
4 GROUNDWATER LEVELS
On April 21, 2010, S&ME also measured the depth to water in monitor wells that could
be located. The water level data are presented in Table 1. Based on the top of casing
elevations, the groundwater elevations were used to prepare a groundwater surface map
(Figure 3). The location of the monitor wells, Edwards Branch, the proposed Wal-Mart
building and sanitary sewer line are indicated also indicated on Figure 3.
5 GROUNDWATER FLOW MODELING
S&ME used Visual MODFLOW© to simulate the drawdown of the groundwater surface
from dewatering activities associated with the installation of the sanitary sewer line. For
the purposes of this evaluation, the model grid was prepared with one layer, with 60 rows
and 60 columns at 20-foot spacings and an aquifer thickness of 40 feet. Edwards Branch
and the eastern boundary conditions were set as constant head boundaries at an elevation
of 40 feet.

The model input parameters are presented in Table 2. Model input and output figures are
included in Appendix II.

The model was used to predict the drawdown of the groundwater surface as one large
uniform aquifer, with the resulting drawdown values along a row containing MW-1,
MW-4 and the sewer line nearest MW-1, superimposed on the April 21, 2010
groundwater surface. Four simulations were performed with the following hydraulic
conductivity (in ft/day) and specific yield values:

Simulation
Run#
Hydraulic
Conductivity
(ft/day)
Specific
Yield
1 1.1 0.1
2 0.11 0.1
3 11 0.1
4 1.1 0.3

4
Report of Slug Testing and Dewatering Evaluation S&ME Project No. 1354-06-263R
Proposed Wal-Mart Store # 1666-04, Charlotte, North Carolina May 20, 2010
The predicted drawdowns (“cones of depression”) are illustrated in Chart #1. Note that
as expected, the “cone of depression” is greatest for the higher hydraulic conductivity and
least for the lower hydraulic conductivity. Note also that the “cone of depression” for the
higher specific yield is less than that for the lower specific yield. Higher specific yields
represent a dewatering of the pore space of the aquifer (i.e., unconfined aquifer) rather
than from just a reduction in the pressures within the aquifer.

Chart #2 illustrates the “cone of depression” from Run #1, the April 21, 2010
groundwater surface, and the resulting groundwater surface after 60 days of dewatering.
Based on the resulting groundwater elevations between monitor well MW-4 and the
sewer line, the predicted groundwater velocity is 0.17 ft/day from MW-4 toward the
sewer line. At this velocity, the groundwater travel distance over the 60-day dewatering
time period would be 10 feet. Monitor well MW-4 is approximately 220 feet from the
sewer line.

Chart #3 illustrates the same, except that the “cone of depression” used is based on the
maximum drawdown values from the four different runs, to provide a more conservative
drawdown. The resulting hydraulic gradient from MW-4 to the sewer line is less than
that for Run #1. Thus, the resulting velocity is also less (0.12 ft/day) and the
groundwater travel distance over the 60-day dewatering time period is less (7.3 feet).

The MODFLOW simulations predict the flow from the drains (dewatering during trench
installation) to range from 1.4 gallons per minute (gpm) to 48 gpm. The simulated drain
flows using the average hydraulic conductivity of 1.1 ft/day and specific yield values of
0.1 and 0.3 were 8.1 and 10 gpm. The actual flow during dewatering activities for each
approximate 100-foot section is expected to range across the length of proposed sewer
line.
6 CONCLUSIONS
Based on the limited groundwater flow/dewatering evaluation, the shallow groundwater
flow west of the sewer line would be from monitor MW-1 and MW-4 toward the sewer
line. However, over a 60-day dewatering period, the predicted groundwater travel
distance from MW-4 toward the sewer line would be on the order of 10 feet. The actual
dewatering time period for each section of sewer line installation is expected to be
approximately 2 to 5 days. Monitor well MW-4 (with no prior detections of
contaminants in the groundwater) is located approximately 220 from the sewer line.
Monitor well MW-1 is located approximately 360 feet from the sewer line. Thus, based
on the MODFLOW simulations, the dewatering activities are not expected to result in the
removal of groundwater contaminants from the area of MW-1.
5

LIST OF ATTACHMENTS

Figures
1 Site Development Plan
2 USGS Topographic Map
3 Groundwater Surface Map (April 21, 2010)

Tables
1 Well Construction and Water Level Data
2 MODFLOW Input Variables

Charts
1 Dewatering Drawdown “Cones of Depression”
2 Run #1 Resulting Groundwater Surface
3 Runs #1-4 Combined Resulting Groundwater Surface

Appendices
I Slug Test Results, Well Logs, and Proposed Sanitary Sewer Plan/Profile
II MODFLOW Input/Output Figures

FIGURES

0 1300 ft
NTS
05/18/2010
DRA
1354-06-263R
USGS TOPOGRAPHIC MAP
Wal-Mart Store #1666-04
Independence Blvd & Pierson Dr
Charlotte, North Carolina
2
A1
INDEPENDENCE
Source: 1991 Charlotte Quadrangle, NC USGS topographic map
Approximate Property Boundary

TABLES
1 WELL CONSTRUCTION AND WATER LEVEL DATA
2 MODFLOW INPUT VARIABLES

Table 1Well Construction and Water Level DataWal-Mart Store #1666-04Independence Boulevard and Pierson DriveCharlotte, North CarolinaS&ME Project 1354-06-263RWell NumberTotalDepth (ft)ScreenLength (ft)Depth toScreen (ft)TOC Elevation§(msl)WaterLevels (ft)PotentiometricElevation (msl)Shallow WellsMW-125.0 10 15.0 710.11NMMW-2***25.0 10 15.0 707.88NMMW-325.0 10 15.0 708.2117.64 690.57MW-425.0 10 15.0 711.0223.38 687.64MW-5 / GP-1524.9 10 14.9 706.4215.88 690.54MW-6 / GP-1620.0 10 10.0 701.4514.91 686.54MW-7 /GP-1729.4 10 19.4 704.3018.79 685.51MW-8 / GP-1825.0 10 15.0 706.4613.39 693.07MW-9 / GP-1920.4 10 10.4 714.569.85 704.71MW-10 / GP-2020.5 10 10.5 721.1411.65 709.49MW-11/GP-2223.0 10 13.0 N/A15.46 N/AMW-12/GP-2320.0 10 10.0 N/A10.29 N/AIntermediate Depth Wells DMW-157.0 10 52.0 710.1019.50 690.60DMW-264.3 10 54.3 714.678.49 706.18DMW-3B43.8 10 33.8 709.3719.27 690.10DMW-446.0 10 36.0 715.8223.38 692.44DMW-543.0 10 33.0 722.0127.16 694.85DMW-658.0 10 48.0 706.3713.36 693.01DMW-777.8 10 67.8 720.9314.31 706.62DMW-843.0 10 33.0 706.84NMDMW-955.9 10 45.9 725.1222.64 702.48DMW-1061.7 10 51.7 726.5315.38 711.15DMW-1162.0 10 52.0 701.2614.59 686.67Deep WellBMW-1 (Outer 4") *110.9 10 77.0 713.35NMBMW-1 (Inner 2")**139.1 10 117.6 713.3525.75 687.60Notes: ft = feet below TOCTOC = Top of Casing Elevation in feet§ = Elevation data obtained from survey prepared by R.B. Pharr and Associates dated 11.18.08DTW = Depth to Water Below Top of Well Collar in Feetmsl = Mean Sea LevelDatum = Assume that the pavement at 3 ft west of the end of Harbor Freight loading ramp is 710.00 feet above mean sea level.Potentiometric Elev = Potentiometric Elevation in Feet Above Mean Sea Level Based on Site DatumNM = Not Measured, well inaccessible during field review (BMW-1(Outer 4") not measured).N/A = Not Applicable - Well Installed After Survey Data Collected* BMW-1 (Outer 4") is not screened but rather an open hole. The top of the open hole interval is 77' and base of open hole interval is 87'.** BMW-1 (Inner 2") is screened from 117.6' to 127.6')
Table 2
MODFLOW Input Variables
Wal-Mart Store #1666-04
Independence Boulevard and Pierson Drive
Charlotte, North Carolina
S&ME Project 1354-06-263R
Variable Parameters
Parameter Run #1 Units Run #2 Run #3 Run #4
Rows 60 #
Columns 60 #
Spacing 20 Feet
X Dimension 1200 Feet
Y Dimension 1200 Feet
Aquifer Thickness 40 Feet
Hydraulic Conductivity 1.1 Ft/Day 0.11 11
Effective Porosity 0.15 Unitless
Total Porosity 0.3 Unitless
Specific Yield 0.1 Unitless 0.3
Specific Storage 0.01 Unitless
Recharge 5.2 In/Year
Dewatering along Sewer Line simulated as a Drain
Width 20 Feet
Length 120 Feet
Elevation of Drain*23 Feet
Duration of Pumping 60 Days
* Calculation of depth of sewer line in line from MW-1/MW-4 (Figure 3)
MH#3 684.58 Outlet elevation (ft)
MH#4 686.86 Outlet elevation (ft)
Distance MH#3 to MH#4 440 Feet
Slope 0.005 Feet/Foot
MH#4 to Center of SS Line 230 Feet
Center of SS Line 685.7 Estimated Elevation (ft)
Groundwater Elevation 701.7 at Center of SS Line (ft)
Water Column 16.0 above SS Line at Center of SS Line (ft)
Model Drain Depth 17.0 (ft) one foot additional dewatering depth
Model Drain Elevation 23.0
Resulting Drain Discharge
Model Run #ft^2/day gpm
Run #1 1,561 8.1
Run #2 277 1.4
Run #3 9,192 48
Run #4 1,968 10
(ft)
Base of MODFLOW cell elevation = 0 ft
Top of MODFLOW cell elevation = 40 ft

CHARTS
1 DEWATERING DRAWDOWN “CONES OF DEPRESSION”
2 RUN #1 RESULTING GROUNDWATER SURFACE
3 RUNS #1-4 COMBINED RESULTING GROUNDWATER SURFACE

Chart #1Wal-Mart Store #1666-04Dewatering Drawdown "Cones of Depression"-20-18-16-14-12-10-8-6-4-2020 200 400 600 800 1000 1200Distance (ft)Drawdown (ft)1-K1.1 SY0.12-K0.11 SY0.13-K11 SY0.14-K1.1 SY0.3Sewer Line
Chart #2Wal-Mart Store #1666-04Run #1 Resulting Groundwater Surface6806907007107200 200 400 600 800 1000 1200Distance (ft)Groundwater Elevation (ft)-20-15-10-50Drawdown (ft)WL 4-21-10With DrawdownSewerLineK1.1 SY0.1MW-4MW-1MW-1360'MW-4220'Sewer MW-4 to TrenchDistance = 220 ftdH = 690.30 - 685.06 = 4.97 ftGradient = 0.023 ft/ftEffective Porosity = 0.15Hydraulic Conductivity = 1.1 ft/dayVelocity = 0.17 ft/dayTravel Distance over 60 days = 10 ft"Cone of Depression"GW Surface 4-21-2010GW Surface after 60 days
Chart #3Wal-Mart Store #1666-04Runs #1-4 Combined Resulting Groundwater Surface6806907007107200 200 400 600 800 1000 1200Distance (ft)Groundwater Elevation (ft)-20-15-10-50Drawdown (ft)WL 4-21-10With DrawdownSewerLineMaxDrawdownMW-4MW-1MW-1360'MW-4220'Sewer MW-4 to TrenchDistance = 220 ftdH = 688.34 - 684.68 = 3.66 ftGradient = 0.017 ft/ftEffective Porosity = 0.15Hydraulic Conductivity = 1.1 ft/dayVelocity = 0.12 ft/dayTravel Distance over 60 days = 7.3 ft"Cone of Depression"GW Surface4-21-2010GW Surface after 60 days

APPENDICES

APPENDIX I SLUG TEST RESULTS, WELL LOGS, AND PROPOSED SANITARY SEWER PLAN/PROFILE

Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R1 0.000.0012.82 4.23 1.00Well Label:DMW-22 0.100.1012.64 4.05 0.96Aquifer Thickness:60.66 feet3 0.200.2012.52 3.93 0.93Screen Length:10. feet4 0.300.3012.41 3.82 0.90Casing Radius:1. Inches5 0.400.4012.33 3.74 0.88Effective Radius:3. Inches6 0.500.5012.24 3.65 0.86Static Water Level:8.59 feet7 0.600.6012.16 3.57 0.84Water Table to Screen Bottom:55.66 feet8 0.700.7012.06 3.47 0.82Anisotropy Ratio:19 0.800.8012.00 3.41 0.8110 0.900.9011.91 3.32 0.78Calculation by Bouwer and Rice Graphical Method11 1.001.0011.83 3.24 0.7712 1.251.2511.63 3.04 0.7213 1.501.5011.47 2.88 0.6814 1.751.7511.31 2.72 0.6415 2.002.0011.16 2.57 0.6116 2.252.2511.02 2.43 0.5717 2.502.5010.90 2.31 0.5518 2.752.7510.78 2.19 0.5219 3.003.0010.65 2.06 0.4920 3.253.2510.54 1.95 0.4621 3.503.5010.45 1.86 0.4422 3.753.7510.33 1.74 0.4123 4.004.0010.26 1.67 0.3924 4.254.2510.16 1.57 0.3725 4.504.5010.10 1.51 0.3626 4.754.7510.03 1.44 0.3427 5.005.009.94 1.35 0.3228 5.255.259.88 1.29 0.3029 5.505.509.85 1.26 0.3030 5.755.759.75 1.16 0.28HYDRAULIC CONDUCTIVITY1.16E-04 cm/sec 3.29E-01 ft/day120 ft/yrContinued on Next PagePage 1 of 3
Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R31 6.006.009.71 1.12 0.26Well Label:DMW-232 6.256.259.66 1.07 0.2533 6.506.509.60 1.01 0.2434 6.756.759.55 0.96 0.2335 7.007.009.52 0.93 0.2236 7.257.259.47 0.88 0.2137 7.507.509.43 0.84 0.2038 7.757.759.39 0.80 0.1939 8.008.009.36 0.77 0.1840 8.258.259.34 0.75 0.1841 8.508.509.29 0.70 0.1742 8.758.759.25 0.66 0.1643 9.009.009.23 0.64 0.1544 9.259.259.21 0.62 0.1545 9.509.509.20 0.61 0.1446 9.759.759.16 0.57 0.1347 10.00 10.009.15 0.56 0.1348 10.25 10.259.12 0.53 0.1349 10.50 10.509.11 0.52 0.1250 10.75 10.759.08 0.49 0.1151 11.00 11.009.04 0.45 0.1152 11.50 11.509.04 0.45 0.1153 12.00 12.009.01 0.42 0.1054 12.50 12.508.98 0.39 0.09155 13.00 13.008.96 0.37 0.08756 13.50 13.508.92 0.33 0.07757 14.00 14.008.90 0.31 0.07358 14.50 14.508.89 0.30 0.07159 15.00 15.008.87 0.28 0.06660 15.50 15.508.87 0.28 0.06661 16.00 16.008.87 0.28 0.06662 16.50 16.508.84 0.25 0.06063 17.00 17.008.83 0.24 0.05664 18.00 18.008.82 0.23 0.055Continued on Next PagePage 2 of 3
Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R65 19.00 19.008.81 0.22 0.052Well Label:DMW-266 20.00 20.008.80 0.21 0.04967 21.00 21.008.80 0.21 0.05068 22.00 22.008.79 0.20 0.04769 23.00 23.008.79 0.20 0.04870 24.00 24.008.77 0.18 0.04271 25.00 25.008.76 0.17 0.04172 26.00 26.008.77 0.18 0.04173 27.00 27.008.77 0.18 0.04274 28.00 28.008.75 0.16 0.03775 29.00 29.008.75 0.16 0.03976 30.00 30.008.76 0.17 0.03977 31.00 31.008.75 0.16 0.03878 32.00 32.008.76 0.17 0.03979 32.60 32.608.77 0.18 0.042Page 3 of 3
Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R1 0.000.0027.39 3.98 1.00Well Label:DMW-42 0.050.0527.32 3.91 0.98Aquifer Thickness:27.59 feet3 0.100.1026.80 3.39 0.85Screen Length:10. feet4 0.150.1526.54 3.13 0.79Casing Radius:1. Inches5 0.200.2026.29 2.88 0.72Effective Radius:3. Inches6 0.250.2526.06 2.65 0.66Static Water Level:23.41 feet7 0.300.3025.85 2.44 0.61Water Table to Screen Bottom:22.59 feet8 0.350.3525.67 2.26 0.57Anisotropy Ratio:19 0.400.4025.50 2.09 0.5310 0.450.4525.35 1.94 0.49Calculation by Bouwer and Rice Graphical Method11 0.500.5025.21 1.80 0.4512 0.550.5525.08 1.67 0.4213 0.600.6024.95 1.54 0.3914 0.650.6524.88 1.47 0.3715 0.700.7024.81 1.40 0.3516 0.750.7524.73 1.32 0.3317 0.800.8024.62 1.21 0.3018 0.850.8524.53 1.12 0.2819 0.900.9024.49 1.08 0.2720 0.950.9524.41 1.00 0.2521 1.001.0024.36 0.95 0.2422 1.051.0524.31 0.90 0.2323 1.101.1024.25 0.85 0.2124 1.151.1524.23 0.83 0.2125 1.201.2024.17 0.76 0.1926 1.251.2524.13 0.72 0.1827 1.301.3024.09 0.68 0.1728 1.351.3524.07 0.66 0.1629 1.401.4024.03 0.62 0.1630 1.501.5023.97 0.56 0.14HYDRAULIC CONDUCTIVITY6.65E-04 cm/sec 1.89E+00 ft/day688 ft/yrContinued on Next PagePage 1 of 3
Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R31 1.601.6023.93 0.522 0.131Well Label:DMW-432 1.701.7023.90 0.488 0.12333 1.801.8023.85 0.441 0.11134 1.901.9023.82 0.409 0.10335 2.002.0023.77 0.358 0.09036 2.102.1023.75 0.341 0.08637 2.202.2023.73 0.324 0.08138 2.302.3023.70 0.287 0.07239 2.402.4023.68 0.274 0.06940 2.502.5023.65 0.241 0.06041 2.602.6023.63 0.222 0.05642 2.702.7023.63 0.216 0.05443 2.802.8023.60 0.186 0.04744 2.902.9023.59 0.176 0.04445 3.003.0023.59 0.175 0.04446 3.203.2023.56 0.147 0.03747 3.403.4023.54 0.132 0.03348 3.603.6023.53 0.117 0.02949 3.803.8023.52 0.106 0.02750 4.004.0023.50 0.094 0.02451 4.204.2023.49 0.077 0.01952 4.404.4023.50 0.094 0.02453 4.604.6023.48 0.074 0.01954 4.804.8023.49 0.079 0.02055 5.005.0023.47 0.056 0.01456 5.205.2023.46 0.052 0.01357 5.405.4023.46 0.048 0.01258 5.605.6023.47 0.055 0.01459 5.805.8023.45 0.035 0.00960 6.006.0023.46 0.052 0.01361 6.506.5023.46 0.047 0.01262 7.007.0023.46 0.047 0.01263 7.507.5023.43 0.020 0.00564 8.008.0023.43 0.021 0.005Continued on Next PagePage 2 of 3
Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R65 8.508.5023.43 0.025 0.006Well Label:DMW-466 9.009.0023.44 0.031 0.00867 9.509.5023.44 0.028 0.00768 10.00 10.0023.44 0.026 0.00769 10.50 10.5023.43 0.020 0.00570 11.00 11.0023.42 0.012 0.00371 12.00 12.0023.43 0.016 0.00472 13.00 13.0023.43 0.019 0.00573 14.00 14.0023.42 0.006 0.00274 15.00 15.0023.43 0.021 0.00575 16.00 16.0023.42 0.009 0.00276 17.00 17.0023.42 0.007 0.00277 18.00 18.0023.42 0.011 0.00378 19.00 19.0023.41 0.001 0.000Page 3 of 3
Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R1 0.000.0031.06 3.90 1.00Well Label:DMW-52 0.100.1030.89 3.73 0.96Aquifer Thickness:60.66 feet3 0.200.2030.73 3.57 0.91Screen Length:10. feet4 0.300.3030.59 3.43 0.88Casing Radius:1. Inches5 0.400.4030.43 3.28 0.84Effective Radius:3. Inches6 0.500.5030.30 3.14 0.81Static Water Level:8.59 feet7 0.600.6030.16 3.00 0.77Water Table to Screen Bottom:55.66 feet8 0.700.7030.04 2.88 0.74Anisotropy Ratio:19 0.750.7529.99 2.83 0.7310 0.800.8029.92 2.76 0.71Calculation by Bouwer and Rice Graphical Method11 0.900.9029.80 2.64 0.6812 1.001.0029.70 2.54 0.6513 1.251.2529.45 2.29 0.5914 1.501.5029.22 2.06 0.5315 1.751.7529.04 1.88 0.4816 2.002.0028.83 1.67 0.4317 2.252.2528.69 1.53 0.3918 2.502.5028.55 1.39 0.3619 2.752.7528.41 1.25 0.3220 3.003.0028.30 1.14 0.2921 3.253.2528.19 1.03 0.2622 3.503.5028.09 0.93 0.2423 3.753.7528.01 0.85 0.2224 4.004.0027.94 0.78 0.2025 4.254.2527.85 0.69 0.1826 4.504.5027.81 0.65 0.1727 4.754.7527.78 0.62 0.1628 5.005.0027.70 0.54 0.1429 5.255.2527.67 0.51 0.1330 5.505.5027.62 0.46 0.12HYDRAULIC CONDUCTIVITY1.77E-04 cm/sec 5.02E-01 ft/day183 ft/yrContinued on Next PagePage 1 of 3
Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R31 5.755.7527.59 0.434 0.111Well Label:DMW-532 6.006.0027.54 0.378 0.09733 6.256.2527.49 0.334 0.08634 6.506.5027.47 0.314 0.08035 6.756.7527.44 0.282 0.07236 7.007.0027.44 0.277 0.07137 7.257.2527.42 0.257 0.06638 7.507.5027.40 0.236 0.06039 7.757.7527.37 0.213 0.05540 8.008.0027.37 0.208 0.05341 8.258.2527.34 0.178 0.04642 8.508.5027.34 0.177 0.04543 8.758.7527.33 0.168 0.04344 9.009.0027.30 0.139 0.03645 9.509.5027.28 0.123 0.03246 10.00 10.0027.26 0.102 0.02647 10.50 10.5027.24 0.080 0.02148 11.00 11.0027.24 0.080 0.02149 11.50 11.5027.23 0.072 0.01850 12.00 12.0027.22 0.059 0.01551 12.50 12.5027.21 0.046 0.01252 13.00 13.0027.21 0.047 0.01253 13.50 13.5027.21 0.053 0.01454 14.00 14.0027.20 0.038 0.01055 14.50 14.5027.20 0.038 0.01056 15.00 15.0027.19 0.031 0.00857 16.00 16.0027.19 0.031 0.00858 17.00 17.0027.17 0.009 0.00259 18.00 18.0027.18 0.015 0.00460 19.00 19.0027.18 0.015 0.00461 20.00 20.0027.18 0.016 0.00462 21.00 21.0027.16 0.000 0.00063 22.00 22.0027.17 0.011 0.00364 23.00 23.0027.16 -0.005 -0.001Continued on Next PagePage 2 of 3
Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R65 24.00 24.0027.17 0.009 0.002Well Label:DMW-566 25.00 25.0027.15 -0.007 -0.00267 26.00 26.0027.16 -0.002 -0.00168 27.00 27.0027.16 -0.005 -0.00169 28.15 28.1527.16 0.000 0.000Page 3 of 3
Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R1 0.000.0022.38 3.07 1.000Well Label:MW-42 0.050.0522.06 2.75 0.896Aquifer Thickness:10.69 feet3 0.100.1021.94 2.63 0.856Screen Length:10. feet4 0.150.1521.69 2.38 0.774Casing Radius:1. Inches5 0.200.2021.53 2.22 0.722Effective Radius:3. Inches6 0.300.3021.52 2.21 0.721Static Water Level:19.31 feet7 0.400.4021.49 2.18 0.710Water Table to Screen Bottom:5.69 feet8 0.500.5021.46 2.15 0.701Anisotropy Ratio:19 0.600.6021.43 2.12 0.69010 0.700.7021.41 2.10 0.683Calculation by Bouwer and Rice Graphical Method11 0.800.8021.39 2.08 0.67512 0.900.9021.37 2.06 0.67113 1.001.0021.34 2.03 0.66114 1.101.1021.33 2.02 0.65715 1.201.2021.30 1.99 0.64616 1.301.3021.29 1.98 0.64317 1.401.4021.26 1.95 0.63518 1.501.5021.22 1.91 0.62219 1.601.6021.17 1.86 0.60620 1.701.7021.10 1.79 0.58321 1.801.8021.05 1.74 0.56722 1.901.9021.01 1.70 0.55223 2.002.0020.95 1.64 0.53424 2.102.1020.89 1.58 0.51525 2.202.2020.85 1.54 0.50126 2.302.3020.81 1.50 0.48727 2.402.4020.79 1.48 0.48028 2.502.5020.76 1.45 0.47129 2.602.6020.73 1.42 0.46130 2.702.7020.71 1.40 0.456HYDRAULIC CONDUCTIVITY4.69E-04 cm/sec 1.33E+00 ft/day485 ft/yrContinued on Next PagePage 1 of 3
Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R31 2.802.8020.70 1.386 0.451Well Label:MW-432 2.902.9020.68 1.38 0.44733 3.003.0020.67 1.36 0.44434 3.253.2520.67 1.36 0.44335 3.503.5020.64 1.33 0.43336 3.753.7520.63 1.32 0.42837 4.004.0020.61 1.30 0.42338 4.504.5020.57 1.26 0.40939 5.005.0020.54 1.23 0.40140 5.505.5020.49 1.18 0.38541 6.006.0020.45 1.14 0.37242 6.506.5020.43 1.12 0.36443 7.007.0020.40 1.09 0.35444 7.507.5020.37 1.06 0.34445 8.008.0020.33 1.02 0.33346 8.508.5020.32 1.01 0.32947 9.009.0020.30 0.99 0.32248 9.509.5020.27 0.96 0.31249 10.00 10.0020.27 0.96 0.31250 10.50 10.5020.22 0.91 0.29651 11.00 11.0020.19 0.88 0.28752 11.50 11.5020.19 0.88 0.28553 12.00 12.0020.15 0.84 0.27454 12.50 12.5020.14 0.83 0.26955 13.00 13.0020.12 0.81 0.26356 13.50 13.5020.11 0.80 0.26157 14.00 14.0020.10 0.79 0.25858 14.50 14.5020.07 0.76 0.24759 15.00 15.0020.05 0.74 0.24260 16.00 16.0020.02 0.71 0.23061 17.00 17.0019.98 0.67 0.21962 18.00 18.0019.95 0.64 0.20863 19.00 19.0019.93 0.62 0.20264 20.00 20.0019.90 0.59 0.192Continued on Next PagePage 2 of 3
Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R65 21.00 21.0019.88 0.57 0.187Well Label:MW-466 22.00 22.0019.86 0.55 0.17767 23.00 23.0019.82 0.51 0.16668 24.00 24.0019.81 0.50 0.16169 25.00 25.0019.79 0.48 0.15770 26.00 26.0019.77 0.46 0.14971 27.00 27.0019.76 0.45 0.14572 28.00 28.0019.74 0.43 0.14173 29.00 29.0019.72 0.41 0.13474 30.00 30.0019.72 0.41 0.13275 31.00 31.0019.68 0.37 0.12176 32.00 32.0019.68 0.37 0.12077 33.00 33.0019.66 0.35 0.11478 34.00 34.0019.65 0.34 0.10979 35.00 35.0019.64 0.33 0.10780 36.00 36.0019.61 0.30 0.09981 37.00 37.0019.60 0.29 0.09482 38.00 38.0019.60 0.29 0.09383 39.00 39.0019.59 0.28 0.09184 40.00 40.0019.57 0.26 0.08685 42.00 42.0019.57 0.26 0.08386 44.00 44.0019.54 0.23 0.07687 46.00 46.0019.52 0.21 0.06888 48.00 48.0019.52 0.21 0.06789 50.00 50.0019.50 0.19 0.06190 52.00 52.0019.48 0.17 0.05691 54.00 54.0019.47 0.16 0.05392 56.00 56.0019.47 0.16 0.05193 58.00 58.0019.44 0.13 0.04294 60.00 60.0019.45 0.14 0.046Page 3 of 3
Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R1 0.000.0022.38 3.07 1.000Well Label:MW-42 0.050.0522.06 2.75 0.896Aquifer Thickness:10.69 feet3 0.100.1021.94 2.63 0.856Screen Length:10. feet4 0.150.1521.69 2.38 0.774Casing Radius:1. Inches5 0.200.2021.53 2.22 0.722Effective Radius:3. Inches6 0.300.3021.52 2.21 0.721Static Water Level:19.31 feet7 0.400.4021.49 2.18 0.710Water Table to Screen Bottom:5.69 feet8 0.500.5021.46 2.15 0.701Anisotropy Ratio:19 0.600.6021.43 2.12 0.69010 0.700.7021.41 2.10 0.683Calculation by Bouwer and Rice Graphical Method11 0.800.8021.39 2.08 0.67512 0.900.9021.37 2.06 0.67113 1.001.0021.34 2.03 0.66114 1.101.1021.33 2.02 0.65715 1.201.2021.30 1.99 0.64616 1.301.3021.29 1.98 0.64317 1.401.4021.26 1.95 0.63518 1.501.5021.22 1.91 0.62219 1.601.6021.17 1.86 0.60620 1.701.7021.10 1.79 0.58321 1.801.8021.05 1.74 0.56722 1.901.9021.01 1.70 0.55223 2.002.0020.95 1.64 0.53424 2.102.1020.89 1.58 0.51525 2.202.2020.85 1.54 0.50126 2.302.3020.81 1.50 0.48727 2.402.4020.79 1.48 0.48028 2.502.5020.76 1.45 0.47129 2.602.6020.73 1.42 0.46130 2.702.7020.71 1.40 0.456HYDRAULIC CONDUCTIVITY5.75E-04 cm/sec 1.63E+00 ft/day595 ft/yrContinued on Next PagePage 1 of 3
Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R31 2.802.8020.70 1.39 0.451Well Label:MW-432 2.902.9020.68 1.38 0.44733 3.003.0020.67 1.36 0.44434 3.253.2520.67 1.36 0.44335 3.503.5020.64 1.33 0.43336 3.753.7520.63 1.32 0.42837 4.004.0020.61 1.30 0.42338 4.504.5020.57 1.26 0.40939 5.005.0020.54 1.23 0.40140 5.505.5020.49 1.18 0.38541 6.006.0020.45 1.14 0.37242 6.506.5020.43 1.12 0.36443 7.007.0020.40 1.09 0.35444 7.507.5020.37 1.06 0.34445 8.008.0020.33 1.02 0.33346 8.508.5020.32 1.01 0.32947 9.009.0020.30 0.99 0.32248 9.509.5020.27 0.96 0.31249 10.00 10.0020.27 0.96 0.31250 10.50 10.5020.22 0.91 0.29651 11.00 11.0020.19 0.88 0.28752 11.50 11.5020.19 0.88 0.28553 12.00 12.0020.15 0.84 0.27454 12.50 12.5020.14 0.83 0.26955 13.00 13.0020.12 0.81 0.26356 13.50 13.5020.11 0.80 0.26157 14.00 14.0020.10 0.79 0.25858 14.50 14.5020.07 0.76 0.24759 15.00 15.0020.05 0.74 0.24260 16.00 16.0020.02 0.71 0.23061 17.00 17.0019.98 0.67 0.21962 18.00 18.0019.95 0.64 0.20863 19.00 19.0019.93 0.62 0.20264 20.00 20.0019.90 0.59 0.192Continued on Next PagePage 2 of 3
Calculation of Hydraulic Conductivity By The Rising Head Method(Slug Test)Site Name:Independence Wal-MartTrial Time Adjusted Time Drawdown Head Head RatioTest Date:4/21/10(minutes) (minutes) (feet) (feet)Project Number:1354-06-263R65 21.00 21.0019.88 0.57 0.187Well Label:MW-466 22.00 22.0019.86 0.55 0.17767 23.00 23.0019.82 0.51 0.16668 24.00 24.0019.81 0.50 0.16169 25.00 25.0019.79 0.48 0.15770 26.00 26.0019.77 0.46 0.14971 27.00 27.0019.76 0.45 0.14572 28.00 28.0019.74 0.43 0.14173 29.00 29.0019.72 0.41 0.13474 30.00 30.0019.72 0.41 0.13275 31.00 31.0019.68 0.37 0.12176 32.00 32.0019.68 0.37 0.12077 33.00 33.0019.66 0.35 0.11478 34.00 34.0019.65 0.34 0.10979 35.00 35.0019.64 0.33 0.10780 36.00 36.0019.61 0.30 0.09981 37.00 37.0019.60 0.29 0.09482 38.00 38.0019.60 0.29 0.09383 39.00 39.0019.59 0.28 0.09184 40.00 40.0019.57 0.26 0.08685 42.00 42.0019.57 0.26 0.08386 44.00 44.0019.54 0.23 0.07687 46.00 46.0019.52 0.21 0.06888 48.00 48.0019.52 0.21 0.06789 50.00 50.0019.50 0.19 0.06190 52.00 52.0019.48 0.17 0.05691 54.00 54.0019.47 0.16 0.05392 56.00 56.0019.47 0.16 0.05193 58.00 58.0019.44 0.13 0.04294 60.00 60.0019.45 0.14 0.046Page 3 of 3

APPENDIX II MODFLOW INPUT/OUTPUT FIGURES

Wal-Mart 1666-04, Charlotte, NC: MODFLOW Drawdowns
Run 1: K = 1.1 ft/day, Sy = 0.1
Wal-Mart 1666-04, Charlotte, NC: MODFLOW Drawdown
Run 2: K = 0.11 ft/day, Sy = 0.1
Wal-Mart 1666-04, Charlotte, NC: MODFLOW Drawdown
Run 3: K = 11 ft/day, Sy = 0.1
Wal-Mart 1666-04, Charlotte, NC: MODFLOW Drawdown
Run 4: K = 1.1 ft/day, Sy = 0.3
Wal-Mart 1666-04, Charlotte, NC: MODFLOW Boundary Conditions
Maroon Shaded cells = Constant Heat at 40 ft elevation
Gray Shaded cells = Drains at 23 ft elevation (constant 17 feet drawdown)

Appendix II
Providing Innovative Soil and Water Solutions

1ABC® is protected by US Patents 6,001,252 and 6,472,198. Trademark pending

ABC+ PRODUCT ANNOUNCEMENT

Redox Tech, Inc is pleased to offer an enhanced version of our industry proven Anaerobic
Biochem (ABC®) formula, promoting both anaerobic biodegradation and reductive
dechlorination of halogenated solvents in groundwater. This product, Anaerobic Biochem
Plus (ABC+), is a mixture of our ABC® formula and Zero Valent Iron (ZVI). Formulated
and mixed on a site-by-site basis, up to fifty percent (50%) by weight of ZVI can be added.
ZVI has been proven and widely accepted as an effective in situ remediation technology of
chlorinated solvents such as TCA, PCE, TCE, and daughter products. The degradation
process using ZVI is an abiotic reductive dechlorination process occurring on the surface
of the granular iron, with the iron acting as an electron donor.

The addition of ZVI to the ABC® mixture provides a number of advantages for enhanced
reductive dechlorination (ERD). The ZVI will provide an immediate reduction. The
ABC® will provide short-term and long-term nutrients to anaerobic growth, which also
assists to create a reducing environment. ABC® contains soluble lactic acid and a
phosphate buffer that provides phosphates, which are a micronutrient for bioremediation,
and maintains the pH in a range that is best suited for microbial growth. In addition, the
corrosion of iron metal yields ferrous iron and hydrogen, both of which are possible
reducing agents. The hydrogen gas produced is also an excellent energy source for a wide
variety of anaerobic bacteria.

The ABC® and ZVI are mixed with potable water and emplaced in the subsurface
simultaneously. The dilution factor (i.e. water content) can be adjusted to achieve optimal
dispersion and distribution based on site-specific parameters such as well spacing,
permeability of the formation, and contaminant concentrations. The solution can be
emplaced by a variety of techniques, including injection through wells or drill rods (for
permeable geologic environments such as sands and fractured rock), hydraulic fracturing
(for lower permeable environments such as silt and clay), and through soil blending (for all
unconsolidated shallow depth applications less than 20 ft bgs). All of these techniques are
part of Redox Tech’s service offerings.

Benefits of ABC+ include:
• The presence of ZVI allows for the rapid and complete dechlorination of target
compounds. Degradation rates using ZVI are several orders of magnitude greater
than under natural conditions. As a consequence, the process does not result in the
formation of daughter products other than ethane, ethane, and methane.
• ABC® will last up to 12 months in the subsurface environment due to slow
releasing compounds, allowing for long-term anaerobic biodegradation
• By creating a reducing environment, ABC+ has the ability to provide long term
immobilization of heavy metals (e.g. Ni, Zn, Hg, As)

Providing Innovative Soil and Water Solutions
Redox Tech, LLC

• Does not require direct contact to act on target constituents.
• Does not divert groundwater flow. ABC is typically mixed at a 15% by weight
solution with water. The viscosity of the solution is similar to sugar water and
therefore does not measurably influence groundwater flow paths. Due to the
relatively low volume of ZVI used, it does not measurably lower the bulk
permeability of the formation.
• Ease of handling. The ABC+ product is comprised of food grade compounds and
therefore does not require high-levels of personal protective equipment (PPE) or
special training to handle. The ZVI is a stable compound that also requires low-
level PPE protection.
• Patent protection: Redox Tech is licensed under Envirometal Technologies, Inc.
(an Adventus Company) who is the current holder of patents pertaining to
remediation using ZVI. Therefore, Redox Tech is able to market, sell, and emplace
our ABC+ product. There is no patent infringement risk to the client in selecting
the ABC+ approach.
• Price advantage. The cost of the ABC+ formula is an extremely competitive
approach in relation to other ERD products on the market.
• ABC+ produces a significantly lower redox potential of approximately –600 mV

Redox Potential Comparison
-800
-600
-400
-200
0
200
400
0 5 10 15 20 25 30
Treatment Time (days)Redox Potential (mV)Control ABC®ABC+®

Let Redox Tech help formulate a remedial program for your site today. For more information
visit our web page at www.redox-tech.com or contact:

John Haselow
Redox Tech, LLC
200 Quade Drive
Cary, NC 27513
Phone: [phone]
FAX: [phone]
[e-mail]
3-D Microemulsion (3DMe)™ (HRC Advanced®)
http://www.regenesis.com/contaminated-site-remediation-products/enhanced-anaerobic-bioremediation/3DMe/[3/24/2010 1:00:51 PM]
3-D Microemulsion
(3DMe)®
Product
3DMe is an injectable electron donor emulsion
that is comprised of a completely new
molecular structure incorporating proven
Hydrogen Release Compound (HRC®)
technology with a new and unique molecule
(patent pending). 3DMe is specifically designed
to provide the controlled-release of a three
highly efficient electron donors including lactic
acid to drive the enhanced reductive
dechlorination process.
The 3DMe Molecule
3DMe is perhaps the most advanced, highly-distributable electron donor in the
injectable remediation products marketplace today.
Delivered on-site as a concentrated material, 3DMe is then emulsified with
water forming an easy to handle and pump microemulsion with a relatively
high hydrophilic/lipophilic balance (HLB). This high HLB allows dilute
3DMe suspensions to be well distributed across contaminant plumes
without high injection costs.
Purpose
3DMe produces a sequential, staged release of its electron donor
components (Figure 2). This staged fermentation provides an immediate,
mid-range and long-term, controlled-release supply of hydrogen (electron donor) to fuel the reductive
dechlorination process.
Stage 1 - the immediately available free lactic acid (lactate) is fermented rapidly
Stage 2 - the controlled-release lactic acid (polylactate ester based portion) is metabolized at a more
controlled rate
Stage 3 - the free fatty acids and fatty acid esters are converted to hydrogen over a mid to long-range
timeline giving 3DMe an exceptionally long electron donor release profile
Longevity
Typical 3DMe single application longevity is rated at periods of up to 3 to 4 years. With 4 years
occurring under optimal conditions, e.g. low permeability, low consumption environments.
Functionality
3DMe applications can be configured in several different ways including: grids, barriers and
Product Categories
Enhanced Aerobic Bioremediation
Enhanced Anaerobic Bioremediation
3-D Microemulsion (3DMe®)
Hydrogen Release Compound
(HRC®)
Hydrogen Release Compound
[eXtended release formula] (HRC-
X®)
Hydrogen Release Compound
Primer (HRC Primer®)
In-Situ Chemical Oxidation (ISCO)
Bioaugmentation
Metals Immobilization
Quick Links
Free Tech Transfer Seminars
Free Cost Estimate & Project Evaluation
Online Application Software
Case Studies
Join our Mailing List
Site Map
Additional Information:
3DMe MSDS
3DMe Brochure
3DMe Application Instructions
3DMe FAQ's
Controlled- Release Technology (CRT)
3DMe Case Studies
3DMe Tech Bulletins
Free Site Evaluation and Cost Estimate
Injection Ready 3DMe Microemulsion
Search | Wednesday, March 24, 2010
Click Here to Visit our Geo-Seal®
Vapor Barrier Products Division
Advanced Technologies for Contaminated Site
Remediation
Company Worldwide Products Services Resources Green Blog Order Contact
3-D Microemulsion (3DMe)™ (HRC Advanced®)
http://www.regenesis.com/contaminated-site-remediation-products/enhanced-anaerobic-bioremediation/3DMe/[3/24/2010 1:00:51 PM]
Product Specifications
Delivered as an amber colored semi-viscous
liquid
After field emulsification material becomes a
less viscous, watery, cream colored
microemulsion
Composition – lactic acid, glycerol, glycerol
tripolylactate, neutralized fatty acids, HRC-
PED
Sequential, staged, controlled –release of
(electron donors) for periods of up to 4 years
Packaged and delivered in various quantities:
5000 gallon tankers, 2000 lb. totes, 400 lb.
drums, 30 lb. PVC easy to handle buckets
Expected shelf-life of material = 3 years
(See detailed MSDS for full product
specifications)
Field Applications
Injectable microemulsion for source area,
plume and reactive barrier applications
Use in injection wells for maximum efficiency,
distribution and cost-savings
Use in soil mixing and excavation projects
Benefits of Use
High volume, microemulsion application
increases contact with contaminants and
reduces number of injection points required
for treatment (saves time and money).
Three stage; immediate,mid-range and long-
term controlled-release of lactic, organic and
fatty acids for the production of hydrogen to
support enhanced anaerobic biodegradation.
Maximum subsurface distribution through
micellar transport - unlike oil products, 3DMe
forms micelles which are mobile in
groundwater and significantly enhance
electron donor distribution after injection.
Long-term source of hydrogen to the
subsurface facilitates anaerobic dechlorination
for periods of up to 4 years.
Incorporates Proven (HRC®) Technology
Successfully applied on over 2,000 sites
worldwide.
Clean, low-cost, non-disruptive application
(direct-push, wells and excavations)
No Operations and Maintenance
Faster and often lower cost than drawn out
natural attenuation approaches
Complimentary product application design and
site analysis from Regenesis
Application Considerations
Existing aerobic or anaerobic conditions
Contaminant type and mass
Subsurface geology (distribution)
Depth to groundwater
Groundwater flow rates
Competing electron acceptors (oxygen sinks)
Available site water for microemulsion
preparation
Free product (if present call Regenesis tech
services to discuss options)
excavations. The material itself can be applied to the subsurface through the use of direct-push
injection, hollow-stem auger, existing wells or re-injection wells.
3DMe is typically applied in high-volumes as an emulsified, micellar suspension (microemulsion). The
microemulsion is easily pumped into the subsurface and is produced on-site by mixing specified volumes
of water and delivered 3DMe concentrate.
3DMe is usually applied throughout the entire vertical thickness of the determined treatment area. Once
injected, the emulsified material moves out into the subsurface pore spaces forming micelles and
moving via micellar transport, eventually coating most all available surfaces, these structures provide the
added benefit of increased distribution via migration to areas of lower concentration. Over time the
released soluble components of 3-D Microemulsion are distributed within the aquifer via the physical
process of advection and the concentration driven forces of diffusion.

3DMe and Micellar Transport
Micelles are groups (spheres) of molecules
with the hydrophilic group facing out to the
water and the “tails” or lipophilic moiety
facing in. They are formed during the 3-D
Microemulsion emulsification process and
provide the added benefit of increased
distribution via migration to areas of lower
concentration.

3DMe Large Scale Tote Application
Creating the 3DMe Microemulsion On-
Site

Direct Push Injection of 3DMe

Injection Well Application of 3DMe
3-D Microemulsion (3DMe)™ (HRC Advanced®)
http://www.regenesis.com/contaminated-site-remediation-products/enhanced-anaerobic-bioremediation/3DMe/[3/24/2010 1:00:51 PM]
Regenesis - 1011 Calle Sombra, San Clemente, CA 92673 - Ph: [phone] Fax: [phone]. Copyright 2009 Regenesis - All Rights Reserved.
Remediation Technologies | Bioremediation Products | Groundwater Remediation | Soil Remediation | Brownfields Cleanup | In-Situ Chemical Oxidation

Direct Push Injection of 3DMe

Appendix III

Appendix IV
Precision Low Differential Pressure Transmitter
Ideal for Clean Rooms, Easy to Field Calibrate with Security Key
CALL TO ORDER: U.S. Phone [phone] • U.K. Phone (+44) (0)1494-461707 • Asia Pacific Phone [phone] PressureThe Series 610 Low Differential Pressure Transmitters are capable of
measuring the pressures and flow of air or non-conducting gases at high reso-
lutions. Designed specifically for clean rooms, isolation rooms, and other criti-
cal environments, the Series 610 uses an improved all stainless steel micro-tig
welded sensor to detect differential pressure and convert this pressure into a lin-
ear DC electrical signal by a unique electrical circuit. This unit is ideal for situ-
ations when accurate and reliable pressure monitoring is essential. Easy access
pressure ports and electrical connections, removable process heads, and de-
tachable terminal blocks make for fast and easy installation. The Series 610
transmitters are available for air pressure ranges as low as 0.1˝ W.C. full scale.
Standard accuracy is ±0.25% full scale (terminal-based) in normal ambient tem-
perature environments. The tensioned sensor allows up to 2 psi overpressure in
either direction with absolutely no damage to the unit. The Series 610 trans-
mitters can be ordered as either a base mount or a din rail mount and the op-
tion of a digital read out display. In addition, a calibration key can be ordered
that allows the user to set zero and span. One key will work on multiple trans-
mitters.
FEATURES
• Ranges down to 0.1˝ w.c. with 0.25% or 0.5% F.S. accuracy
• Removeable process head for simplified installation
• Secure operation ensured with calibration only possible via
separate calibration key
SPECIFICATIONS
Service:Air or similar non-conducting gases.
Accuracy:±0.25% or ±0.5% F.S.
Stability:±0.5%/yr.
Temperature Limits:-20 to 160°F (-29 to 71°C).
Pressure Limits:100 psi (6.8 bar).
Thermal Effect:0.5% FS.
Power Requirements:13.5 to 30 VDC.
Output:4 to 20 mA.
Loop Resistance:800 ohms max.
Current Consumption:25 mA.
Zero and Span Adjustments:External security key pendant.
Response Time:0.02 to 0.04 seconds.
Electrical Connections:Detachable screw terminal connector.
Process Connections:3/16˝ O.D. barbed brass fittings on removeable
process head.
Enclosure Rating:Fire retardant ABS.
Mounting Orientation:Vertical.
Weight:9 oz (255 g).
Agency Approvals:CE.
DIN RAIL MOUNT
3-13/32[86.52]FOR 35mm DIN RAIL MOUNTING
2-29/32[73.82]
CALIBRATION KEYA-165
31/64[12.3]
3/4[19.05]
3-29/32[99.22]3-29/32[99.22]
3/4[19.05]
31/64[12.3]CALIBRATION KEYA-165
5-41/64[143.27]
2-29/32[73.82]
BASE MOUNT VERSION
With Display
0.25% Accuracy
With Display
0.5% Accuracy
Without DisplayWithout Display
Model
610-01D-BDV
610-25D-BDV
610-05D-BDV
610-01A-BDV
610-25A-BDV
610-05A-BDV
610-10A-BDV
610-01C-BDV
610-25C-BDV
Model
610-01D-BNV
610-25D-BNV
610-05D-BNV
610-01A-BNV
610-25A-BNV
610-05A-BNV
610-10A-BNV
610-01C-BNV
610-25C-BNV
Model
610-01D-BDE
610-25D-BDE
610-05D-BDE
610-01A-BDE
610-25A-BDE
610-05A-BDE
610-10A-BDE
610-01C-BDE
610-25C-BDE
Model
610-01D-BNE
610-25D-BNE
610-05D-BNE
610-01A-BNE
610-25A-BNE
610-05A-BNE
610-10A-BNE
610-01C-BNE
610-25C-BNE
Series
610
Note:For Din Rail Mount use a D instead of the B in the model number (ex. 610-XXX-DXX).
ACCESSORIES
A-165,Security Key
A-616,Process Head without display
A-617,Process Head with LCD display
Range
0-.1˝
0-.25˝
0-.5˝
0-1˝
0-2.5˝
0-5˝
0-10˝
±.1˝
±.25˝
Range
0-.1˝
0-.25˝
0-.5˝
0-1˝
0-2.5˝
0-5˝
0-10˝
±.1˝
±.25˝
Range
0-.1˝
0-.25˝
0-.5˝
0-1˝
0-2.5˝
0-5˝
0-10˝
±.1˝
±.25˝
Range
0-.1˝
0-.25˝
0-.5˝
0-1˝
0-2.5˝
0-5˝
0-10˝
±.1˝
±.25˝
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