SW8030504_COMPLIANCE_20031219

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
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DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
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March 6, 2003
LRC Realty Inc.
1585 Frederick Boulevard
Akron, Ohio 44320 .
Attention: Mr. David Craine
E
IVED
7 2003
Subject: Geotechnical Engineering Report
Walgreens — Country Club Road & Western Boulevard
Jacksonville, North Carolina
Titan Project No. 72035009
Dear Mr. Craine:
TITAN d&am is &"6
A 1Terracon Company
111-C West Fire Tower Road
Wintervllle, North Carolina 28590
[phone] Fax: [phone]
GG : s, -)
V E
Titan Atlantic Group (Titan) is pleased to present this Geotechnical Engineering Report for the proposed
retail building in Jacksonville, North Carolina. Our services were provided in accordance with our
agreement. Findings, conclusions, and recommendations given in this report are subject to the limitations
presented in the Appendix.
Please contact us if you have any questions or comments regarding this report. We are available to
discuss our recommendations with you and to provide additional services as necessary during the final
design and construction phases of this project. We have enjoyed assisting you and look forward to
serving as your consultant on the remainder of this project and future projects.
Sincerely,
TITAN ATLANTIC GROUP
_r.
� -- 4?--
G. Ryan Bridger, E.I.
Staff Geotechnical Professional
Attachments
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Vaeyy C. tce President eS Chief Engineer'04..,,Er •••� • `V %`o�'
Registered, North Carolina 11285 reaeafAUA
CATitanlProjects12003172035009 Walgreens-Country Club Dr & Western Blvd-Jacksonville,NClCover Letter.doc
Arizona E Arkansas E California E Colorado E Georgia ■ laano E Illinois ■ Iowa ■ Kansas ■ Kentucky E Minnesota E Missouri
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Consulting Engineers & Sclentists Since 1965
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TABLE OF CONTENTS
1.0 PURPOSE OF GEOTECBNICAL STUDY...............................................................................................I
2.0 PROJECT INFORMATION................:........................................................................................................I
3.0 SUBSURFACE EXPLORATION AND TESTING...................................................................................1
3.1 Field Exploration.........................................................................................................................................1
4.0 SITE AND SUBSURFACE CONDITIONS................................................................................................2,
4.1 Site Description........................................................................................................................................... 2
4.2 Regional Geology........................................................................................................................................2
4.3 Soil Conditions........................................................................................................................................... 2
4.4 Groundwater Conditions.............................................................................................................................. 3
5.0 GEOTECBNICAL RECOMMENDATIONS...........................................................................................3
5.1 Site Preparation.................................................................................................... ... 3
.....................................
5.2 Excavations..................................................................................................................................................4
5.3 Earthwork.....................................................................................................................................................4
5.4 Geopier / Stone Columns............................................................................................................................4
5.5 Shallow Footings......................................................................................................................................... 5
5.6 Slabs.............................................................................................................................................................5
5.7 Pavements.................................................................................................................................................... 6
5.8 Seismic Site Classification......................................................................................................................... 6
APPENDIX
Limitations
Site Location Plan
Boring Location Plan
Boring Logs
Key to Soil Classification
Soil Classification System
Key to Symbols

Walgreens -- Country Club Road & Western Boulevard Titan Project No. 72025009
Jacksonville, NC 316103
1.0 PURPOSE OF GEOTECHNICAL STUDY
The purpose of this geotechnical study was to explore the general subsurface conditions at the project site
and to evaluate these conditions with respect to the design and construction of earthwork, foundations,
floor slabs, detention and/or retention ponds, and pavements for the project. Our scope of services
included drilling soil test borings, performing engineering analyses, and preparing this report of our
findings and recommendations.
2.0 PROJECT INFORMATION
Mr. David Craine of LRC Realty, Inc. provided project information to Titan. We understand that a new
Walgreens Store is planned for a site in Jacksonville, North Carolina. The site is at the approximate
location shown on Drawing No. 1 in the Appendix.
We received a site plan which shows the locations of existing site features and the proposed store from
Rivers & Associates. The project includes the construction of the retail store building and associated
paved areas. Stormwater detention and/or retention ponds are also planned for the site. We were
requested to obtain geotechnical information within the proposed building, pavement, and detention pond
areas.
The proposed building will be an approximately 15,000 square feet, single -story structure with 8 inch
masonry load bearing exterior walls with a 4 inch brick veneer, an interior structural steel frame, and a
slab -on -grade floor. We understand that maximum column loads will be less than 65 kips, maximum wall
loads will be less than 3.5 kips per foot, and floor slab live Ioads will be 100 psf.
According to Walgreens Criteria Specifications, the pavements are to be designed for a 20-year life based
on a traffic loading of 1,200 passenger vehicles, 10 single -unit trucks, and 2 multi -unit trucks per day.
We understand that minimum cut and fill depths, approximately 1 foot, are planned for the site.
3.0 SUBSURFACE EXPLORATION AND TESTING
3.1 Field Exploration
In order to explore the general subsurface conditions at the project site, Titan subcontracted Carolina
Drilling to drill 9 soil test borings to depths of 10 to 20 feet below existing grades. Titan personnel
performed two hand auger borings to a depth of 5 feet. The borings were advanced at the approximate lo-
cations shown on Drawing No. 2 in the Appendix. Two undisturbed soil samples were obtained from
depths of 5 to 9 feet in a boring within close proximity to Boring B-3. The number of borings, their
locations, and depths were selected by LRC Realty, Inc.
After further analysis of existing conditions and the findings from fieldwork and drilling, no additional
drilling or investigations are deemed necessary in order to make geotechnical recommendations for this
project.
The borings were Iocated in the field by Titan personnel by pacing distances and estimating right angles
relative to existing site features. Soil test borings (B-1 through B-8 and B-10) were performed by a
trailer -mounted power drilling rig utilizing rotary wash drilling procedures. Standard Penetration Tests
(SPT) were performed in the soil test borings at 2.5 to 5.0 feet intervals in general accordance with ASTM
D 1586. Titan personnel visually classified the split -spoon soil samples in general accordance with the
Unified Soil Classification System.

Walgreens — Country Club Road & Western Boulevard Titan Project No. 72025009
Jacksonville, NC 316103
Titan personnel performed borings B-9 and B-11, using a hand auger, to a depth of 5 feet below grade.
The hand auger borings were supplemented with a dynamic cone penetrometer testing at approximate 1
foot intervals.
Borings B-1 through B-5 are located in the proposed building area. The planned paved areas include
Borings B-6 through B-10 and Boring B-11 is within the detention pond area.
Boring Logs are included in the Appendix of this report. The elevations given on the boring logs were
interpolated from the spot elevations shown on the topographic site plan provided to us by Rivers &
Associates.
4.0 SITE AND SUBSURFACE CONDITIONS
4.1 Site Description
The site is located at the southwest corner of the intersection of Western Boulevard and Country Club
Road. The northern portion of the site is currently an operating gas station (convenience store) consisting
of a single story retail building, associated paved areas, gas pumps, and underground fuel storage tanks.
A wooded area consisting of small pine trees and moderately thick undergrowth covers the southern
portion of the site. The site also includes the adjacent strip shopping center and insurance building.
The ground surface is generally flat. No drainage ditches we observed at the time of our site visit.
Surface water was observed at the site in the grassed area between the existing gas station retail store and
the wooded area.
4.2 Regional Geology
The project site is located in the Coastal Plain Physiographic Province. The Coastal Plain consists mainly of
marine sediments which were deposited during successive periods of fluctuating sea level and moving
shoreline. The soils in this province are typical of those laid down in a shallow sloping sea bottom; sands,
silts, and clays with irregular deposits of shells. Alluvial sands, silts, and clays are typically present near rivers
and creeks.
According to the 1985 Geologic Map of North Carolina, the site overlies the River Bend formation.. This
Tertiary marine formation consists primarily of limestone, calcarenite overlain by and intercalated with
indurated, sandy, molluscan -mold limestone.
4.3 Soil Conditions
A 6-inch-thick layer of topsoil is present at the ground surface in most of the boring locations. The topsoil is
generally underlain by sandy clay and clayey sand. These soils visually classify as CL and SC, respectively,
in accordance with the Unified Soil Classification System. Standard penetration test values (N-values) range
from 2 to 10 blows per foot (bpf) in the clays, indicating a very soft to stiff consistency.
The stiffer clayey soils are typically present to a depth of 5 feet below the ground surface. These soils are
generally underlain by a 10 feet thick zone of soil consisting of very soft to soft sandy clay (CL) and silty clay
(CH), and very loose sand (SP). N-values in these soils range from 0 to 4 bpf.
Sandy clay and clayey sand were encountered below the very soft and loose soils to boring termination depth.
N-values on the order of 3 to 7 bpf were measured in the clayey soils.

Walgreens — Country Club Road & Western Boulevard Titan Project No. 72025009
Jacksonville, NC 316103
Please note that wetlands delineation, the assessment of environmental conditions, or chemical testing for the
presence of contaminants in the soil or groundwater of the site were beyond the scope of the geotechnical
services provided for this report
More detailed descriptions of the subsurface conditions encountered at each boring location are given on
the boring logs in the Appendix.
4.4 Groundwater Conditions
Groundwater levels were measured in the open boreholes at the completion of drilling operations to
stabilization periods of approximately 30 hours. Groundwater was measured at depths of 3.5 to 8.5 feet below
existing grades. This corresponds approximately to elevations 37.8 to 34.5 feet.
Fluctuations in the groundwater table on the order of 1 to 2 feet are typical in the Coastal Plain, depending on
variations in precipitation, evaporation, and surface water runoff. Seasonal high groundwater levels are
expected to occur during or just after the typically wetter months of the year (November through April). At
the time of the exploration, groundwater levels would be expected to be near seasonal high levels.
5.0 GEOTECBMCAL RECOMMENDATIONS
5.1 Site Preparation
The on -site clayey soils are moisture sensitive and can be difficult to work. These difficulties can include
softening of exposed subgrade soils, excessive rutting or deflection under construction traffic, and the
inability to adequately dry and compact wet soil. Moisture -related earthwork difficulties can be reduced
by performing the earthwork during the typically drier months of the year (May through October).
All topsoil, rootmat, vegetation, debris, and other unsuitable material should be removed from the construction
areas. We anticipate an average stripping depth of 8 to 10 inches to remove the rootmat in wooded areas. A
stripping depth of 6 inches should be planned for the grassed areas. Topsoil may be re -used in areas to be
landscaped. Concrete or asphalt should be disposed off -site. The aggregate base course below the asphalt
surface course may be left in place.
Any existing underground utilities, structures, or obstructions, such as the underground fuel storage tanks, in
the proposed construction areas should be excavated, removed, and re-routed, as necessary. The resulting
excavations should be properly backfilled with compacted structural fill as described in Section 5.3 of this
report.
After stripping of topsoil, rootmat, structures, and paved surfaces is completed, the exposed subgrade soils in
areas to receive fill or at the subgrade elevation in cut areas should be proofrolled to detect soft or loose soils.
Proofrolling should be performed with a moderately loaded dump truck or similar construction equipment:
The geotechnical engineer's representative should observe this operation to aid in delineating unstable soil
areas. Proofrolling should be performed after a suitable period of dry weather to avoid degrading an otherwise
acceptable subgrade. Any soils which continue to rut or deflect excessively under the rolling operations
should be undercut as directed by the geotechnical engineer and replaced with compacted fill material.
Based on the borings, we anticipate that undercutting of near -surface soils may be required in the vicinities of
Borings B-8 and B-10. Undercutting of loose or soft soils may also be necessary in localized areas between
the boring locations. Potential undercutting can be reduced if the site preparation work is performed during a
period of dry weather.

Walgreens — Country Club Road & Western Boulevard Titan Project No. 72025009
Jacksonville, NC 316103
5.2 Excavations
The clayey sands at this site classify as Type C . in accordance with current OSHA trench protection
guidelines. Trench excavations 5 feet or more deep should be supported with temporary shoring and
bracing, such as trench boxes. Alternatively, the excavations may be cut back on slopes no steeper than
1.5H:IV, provided they are properly dewatered.
The stormwater detention pond should be constructed with sideslopes no steeper than 2H:1V to improve
slope stability. However, flatter slopes will reduce erosion potential and will make maintenance of the
vegetation cover easier.
5.3 Earthwork
Structural fill and backfill placed at the site should classify as CL or SC in accordance with the Unified Soil
Classification System that is free of organic material or debris. With the exception of topsoil and rootmat, the
on -site soils may be reused as structural fill, but they will require careful moisture control. Any soils
excavated from below a depth of 3 to 4 feet will likely be wet to saturated and will require significant drying
prior to being reused as fill. Excess topsoil may be placed in areas to be Iandscaped.
Structural fill should be placed in 8- to 10-inch thick loose lifts at a moisture content within two percent of the
optimum moisture content of the material as determined by ASTM D 698 (Standard Proctor). Each lift of fill
should be uniformly compacted'to a dry density of at least 95 percent of the maximum dry density of the
material determined according to ASTM D 698 (Standard Proctor). The upper 18 inches in pavement and
building areas should be compacted to at least 98 percent of the standard Proctor maximum dry density.
The geotechnical engineer's representative should perform in place field density tests to evaluate the
compaction of the structural fill and backfill placed at the site. We recommend a testing frequency of one test
per lift per 5,000 square feet of fill area within the building footprint and one test per lift per 10,000 square
feet of fill area within the pavement areas. For utility trench backfilI, we recommend a testing frequency of
one test per lift per 100 feet of trench.
5.4 Geopier / Stone Columns
We recommend ground improvement consisting of Geopiers or stone columns. Geopiers / stone columns
are columns of washed, crushed stone created by packing the stone into augered holes approximately 3
feet in diameter. Based on the borings, stone elements would be required beneath all foundations. The
stone elements would extend to depths of 8 to 12 feet below the existing grades.
Placing the shallow footing bottom at or above the existing grades would minimize the number of stone
elements to be installed within -the loose sand layer. This would help decrease the cost of installation by
not requiring casing to install Geopiers because the drilled column must remain open for the installation
of the stone. The installation of stone columns does not require casing because the stone is placed as the
probe is retracted from the ground.
The combination of stone elements and in -place soil improvements would create a much stiffer bearing
condition than the original soils alone. Since the final bearing condition is much stiffer, the design
bearing pressure for the shallow footings may be increased to 3,000 psf. The smaller footing sizes
associated with the higher design bearing pressure helps to offset the additional cost of the stone
elements. With the stone elements, we estimate footing settlements to be on the order of 3/4-inch.
Differential settlement between column footings and along wall footings should also be tolerable (less
4

Walgreens -- Country Club Road do Western Boulevard Titan Project No. 72025009
Jacksonville, NC 316103
than about ''/z-inch). North Carolina / Virginia firms installing Geopiers or stone columns include
GeoStructures (919-557-9069) and Hayward -Baker (336-668-0884).
Installation of the Geopiers I stone columns at the site should begin with constructing a test pier and
performing a full-scale Modulus Load Test on site to verify design assumptions. The test provides a
conservative measure of the stiffness of the stone element and will help establish installation procedures
for this particular project. Titan can coordinate with the Geopier / stone element installer to locate the test
pier in the weakest site area and to provide monitoring services during the load test operations.
5.5 Shallow Footings
After the installation of Geopiers I stone columns, we recommend the proposed building be supported on
shallow footings bearing on Geopiers / stone columns and the improved soil. A net allowable bearing
pressure of 3,000 pounds per square foot (psf) should be used for design of the footings. The net al-
lowable bearing pressure is that pressure which may be transmitted to the soil in excess of the
surrounding overburden pressure.
Shallow foundations should be designed to bear at least 12 inches below finished grades for frost pro-
tection and protective embedment. In accordance with the North Carolina State Building Code, column
footings should be at least 24 inches square and wall footings should be at least 16 inches wide.
We recommend that the footing excavations be examined by the geotechnical engineer's representative to
verify that suitable soils are present at and below the proposed bearing elevation.
Prepared bearing surfaces for foundations should not be disturbed or left exposed during inclement weather.
Saturation of the footing subgrade can cause a loss of strength and increased compressibility. If construction
occurs during inclement weather, and concreting of foundations is not possible at the time they are excavated,
a layer of lean concrete should be placed on exposed bearing surfaces for protection. Also, concrete should
not be placed on frozen subgrades. The bottom of the foundation excavations should also be clean and free of
any loose soil, mud, or debris prior to placing concrete.
5.6 Slabs
Ground -level floor slabs may be supported on properly compacted fill or suitable natural soils. A 4-inch-thick
layer of washed stone (NCDOT No. 57 or 67), as well as a plastic vapor barrier, should be provided beneath
all building floor slabs to prevent capillary rise and a damp slab condition.
The floor slabs should be designed to resist the anticipated dead and live loads. We recommend that the
floor slabs be designed using a modulus of subgrade reaction (k) of 150 pounds per cubic inch. We
recommend that construction joints in the slabs include dowels to improve load transfer across the joints
and to reduce the potential for differential vertical displacement across the joints.
5.7 Pavements
The majority of the near surface soils in the proposed pavement areas are sandy clays. These soils are
generally poor to marginal for pavement support since they are subject to softening and loss of strength
with gradual exposure to moisture. Past experience with similar soils indicates typical soaked CBR
values of 5 to 7. We estimate that a design modulus of subgrade reaction value (k) of 150 psi/in should
be available for subgrades compacted to 98 percent of the standard Proctor maximum dry density.
Based on the anticipated traffic and subgrade conditions, we recommend the following for pavement
thicknesses and configurations over the prepared subgrades:

Walgreens — Country Club Road & Western Boulevard Titan Project No. 72025009
Jacksonville, NC 316103
THICKNESS(INCHES)
PAVEMENT TYPE
MATERIAL
Light —Du
Hea -Du
Concrete
(4,000psi)
5
6
Rigid
Crushed Stone (Optional)
CDOTT eAorB
4
4
Asphalt Concrete
CDOT T e 5-9.5B surface course
1.5
1.5
Asphalt Concrete
2
2
Flexible
CDOT T e I-19.OB binder course
Crushed Stone
CDOT Type A or B
6
8
Light -duty pavements should be designated for car parking areas. Heavy-duty pavement sections should
be designated for the entrances and exits, driveways, truck lanes, and areas in front of loading docks and
dumpsters, per Walgreens criteria. The final design pavement thicknesses should not be less than the
Walgreens minimum specifications of compacted thicknesses of 2 inches binder course and 1.5 inches
surface course.
Pavements and bases should be constructed in accordance with the guidelines of the latest applicable
"Standard -Specifications for Roads and Structures", North Carolina Department of Transportation.
Materials, weather limitations, placement, and compaction are specified under appropriate sections of this
publication.
Prevention of infiltration of water into the subgrade is essential for the successful performance of any
pavement. Both the subgrade and the pavement surface should be sloped to promote surface drainage
away from the pavement structure.
5.8 Seismic Site Classification
In our opinion, the subsurface conditions at the project site correspond most closely with those of Site Class E
as described in Section 1615.1.1 of the 2002 North Carolina State Building Code. This type of profile
contains moderate plasticity clay zones greater than 10 feet thick and average standard penetration values less
than 15 blows per foot.

LIMITATIONS
Subsurface Exploration and Conditions
The boring or test pit locations and ground surface elevations given in this report should be considered
accurate only to the degree implied by the methods used to determine them.
The boring logs or test pit logs represent our interpretation of the subsurface conditions based on the
field logs, and visual examinations of samples by an engineer, geologist, or technician, in addition to
tests of the field samples. The lines designating the interfaces between various strata may be gradual.
The generalized subsurface strata and profiles described in this report are intended to convey trends in
subsurface conditions. The boundaries between strata are approximate and idealized. They have been
developed by interpretations of widely -spaced borings; therefore, actual subsurface conditions may vary
from those given between boring locations.
Groundwater levels have been measured or inferred in the boreholes at the times and under the
conditions stated on the boring logs. Changes in the groundwater conditions may occur due to variations
in rainfall, evaporation, construction activity, surface water runoff, and other site specific factors.
Our geotechnical services include storing the samples collected and making them available for inspection
for 90 days. The samples are then discarded unless our client requests otherwise.
The assessment of site environmental conditions or the presence of contaminants in the soil, rock, surface
water or groundwater of the site was beyond the scope of this geotechnical study.
Recommendations
The recommendations provided in this report are based on our understanding of project information
given in this report and on our interpretation of the surface and subsurface data collected. We have made
our recommendations based on our experience with similar subsurface conditions -and similar projects.
The recommendations apply to the specific project discussed in this report; therefore, any changes in the
project information should be provided to us so we may review our conclusions and recommendations
and make any appropriate modifications.
Titan Atlantic Group should be retained for a general review of the design drawings and specifications to,
verify that geotechnical recommendations are properly interpreted and implemented.
Regardless of the thoroughness of a geotechnical study, there is always a possibility that subsurface
conditions will be different from those at the boring or test pit locations, that conditions will not be as
anticipated by the designers or contractors, or that the construction process will alter soil conditions.
Therefore, the geotechnical engineer's representative should observe the site preparation, earthwork,
foundation construction, floor slab construction, below -grade wall construction, and pavement
construction to confirm that the conditions indicated by the geotechnical exploration actually exist and to
certify to the owner that all earthwork was properly completed. We recommend the owner or contractor
retain Titan for this service since we are already familiar with the project, the subsurface conditions, and
the intent of the recommendations and design. The conclusions and recommendations provided in this
report are subject to Titan personnel observing the construction procedures and' subsurface conditions
encountered at the site.

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Classified By: R. BRIDGER
Driller: CAROLINA DRILLING
Drill Rig: TRACK RIG
Boring Type: MUD ROTARY
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DATE
TIME
IDEPTH
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STABILIZATION TIME
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30 HRS.
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•
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BORING LOG
10
9
3
4
2
7
BORING NUMBER B-1
DATE DRILLED 216103
PROJECT NUMBER 72035009
PROJECT WALGREENS - JACKSONVILLE, NC
PAGE 1 OF I
. TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

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12.0
20.0
To soil (ap2rox. 6" .
Soft to stiff moist to saturated orange gray and
brown fine sandy CLAY (CL) with trace organics
to 3'.
Very loose saturated gray Fine SAND (SP).
Soft to firm saturated gray fine sandy CLAY (CL).
Boring terminated at 20 feet.
Classified By: R. BRIDGER
Driller: CAROLINA DRILLING
Drill Rig: TRACK RIG
Boring Type: MUD ROTARY
GROUNDWATER
READINGS
DATE
TIME
DEPTH
ELEVATION
STABILIZATION TIME
2J6103
--
7.5'
33.8'
TOB
r'lldr, Y .
(FF.)
41.3
40.8
-- 33.3
— 29.3
— 21.3
•
•
•
•
•
•
l
8
9
4
3
7
BORING LOG
BORING NUMBER B-2
DATE DRILLED 2/6/03
PROJECT NUMBER 72035009
PROJECT WALGREENS - JACKSONVILLE, NC
PAGE I OF I
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

1JL' Jl.; K1Y 11 WIN
llJh;l;'1'ri
o.a
0.5
8.0
12.0
17.0
20.0
To soil (app— 6" .
Firm to very soft moist to saturated orange brown
and gray Pine sandy CLAY (CL).
Very loose saturated gray fine SAND (SP).
Very soft saturated gray silty CLAY (CH).
Firm saturated light gray slightly fine sandy
CLAY (CL).
Boring terminated at 20 feet.
Classified By: R. BRIDGER
Driller: CAROLINA DRILLING
Drill Rig: CME 45 D
Boring Type: MUD ROTARY
(1PMHA1r1WeTB0 orAnwn_c
DATE
TIME
DEPTH
ELEVATION
STAWLIZATION TIME
znroa
s.o
]5.B'
Toa
r,l.,l�V. � Yl:,tVC,1KAl1V1V-13LVYY�3l1'VV1
(Fr.)
10 20 30 40 60 80
41.8
41.3
— 33.8
— 29.8
— 24.8
— 21.8
c
•
BORING LOG
6
6
2
2
0
5
BORING NUMBER B-3
DATE DRILLED 2/7/03
PROJECT NUMBER 72035009
PROJECT WALGREENS - JACKSONVILLE, NC
PAGE 1 OF I
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

3.0
12.0
17.0
20.0
"r01­' Lr AAXJL4
To soil (approx. 6").
Logse moist orange brown clayey fine SAND (SC).
Firm to very soft moist to saturated orange brown
and gray fine sandy CLAY (CL).
Very loose saturated gray fine SAND (SP).
Very soft saturated gray fine sandy CLAY (CL).
Boring terminated at 20 feet.
Classified By: R. BRIDGER
Driller: CAROLINA DRILLING
Drill Rig: CME 45 D
Boring Type: MUD ROTARY
rPnijmnwATrM ai=eninrr_c
DATE
TIME
DEPTH
ELEVATION
STABILIZATION TIME
2f7103
—
8.5'
34,5'
TOB
rl1r,V. W rr 4r,1KH11vty-DLVYrJlrVVi
Mr.)
10 20 30 40 60 80
— 43
42.5
•
— 40
•
•
•
—31
•
— 26
•
— 23
BORING LOG
8
5
5
2
4 1
2 1
BORING NUMBER B-4
DATE DRILLED 2/7/03
PROJECT NUMBER 72035009
PROTECT WALGREENS - JACKSONVILLE, NC
PAGE I OF 1
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

IJES(:RIVI'10N
La,LEV. k'JC.1VC.liCAllVtr - ni.vvr�rrvvi
(Fr.)'
10 20 30 40 60 80
DEPTH
(FT.)'
0.0
0.5
8.0
12.0
17.0
20.0
,Topsoil (ap2rox. 6" .
Firm to soft moist to saturated orange brown and
gray fine sandy CLAY (CL).
Very loose to loose saturated gray tan fine SAND
(SP).
Very soft saturated gray silty CLAY (CH).
Soft saturated gray fine sandy CLAY (CL).
Boring terminated at 20 feet.
Classified By: R. BRIDGER
Driller: CAROLINA DRILLING
Drill Rig: CME 45 D
Boring Type: MUD ROTARY
GROLINOWATFR RFAOIN(:S
DATE
T{ME
DEPTH
ELEVATION
STABILIZATION TIME
2f7t03
3.5'
371r
4 HRS.
41.3
40.8
— 33.3
— 29.3
— 24.3
I •
— 21.3
BORING LOG
8
6
4
3
1
3
M'
BORING NUMBER B-5
DATE DRILLED 2/7/03
PROJECT NUMBER 72035009
PROJECT WALGREENS - JACKSONVILLE, NC
PAGE 1 OF 1
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

3.0
5.0
1J1r.7l�it.l.0 it LvjN
,Topsoil (approx. 6" .
Medium dense moist brown gray clayey fine SAND
(SC).
Firm moist to saturated orange gray and brown
fine sandy CLAY (CL).
Boring terminated at 5 feet.
L,Ln V .
(FT.)
.)
_ 42
41.5
— 39
— 37
W X-jr, 4.C.1 r-n a1V1m-17L11 ►7 aI r llV1
10 20 30 40' 60 80
•
•
g
Classified By: R. BRIDGER BORING LOG
Driller: CAROLINA DRILLING
Drill Rig: TRACK RIG BORING NUMBER B-6
Boring Type: MUD ROTARY DATE DRILLED 2/6/03
GROUNDWATER REAOINGS PROJECT NUMBER 72035009
DATE TIME DEPTH ELEVATION STABILIZATION TIME PROJECT WALGREENS - JACKSONVILLE, NC
- PAGE I OF I
TITAN ATLANTIC GROUP
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

LIiJLlllr 11VL 4
5.0
To soil a rox. 6").
Firm moist orange gray and brown fine sandy CLAY
(CL).
Boring terminated at 5 Feet.
I
Classified By: R. BRIDGER
Driller: CAROLINA DRILLING
Drill Rig: CME 45 D
Boring Type: MUD ROTARY
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
BLrl V .
(Fr.)
42.3
41.8
— 37.3
� rrGl\r.12CAllViv - riLVYYJIi'iJL11
10 20 30 40 60 80
•
•
BORING LOG
7
7
BORING NUMBER B-7
DATE DRILLED 2/7/03
PROJECT NUMBER 72035009
PROJECT WALGREENS - JACKSONVILLE, NC
PAGE I OF 1
TITAN ATLANTIC GROUP

lJr:r 1Il a�i:ti7�.i�lr 11V1r
(FT.)
r,ir, r -
(F T.)
0.0
0.2
0.8
3.0
5.0
s halt (approx. 1.5").
C stone a rox. 8").
Loose moist gray brown fine SAND (SP).
Soft moist to saturated orange gray and brown
fine sandy CLAY (CL).
Boring terminated at 5 feet.
Classified By: R. BRIDGER
Driller: CAROLINA DRILLING
Drill Rig: CME 45 D
Boring Type; MUD ROTARY
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
—41.5
— 41.3
40.7
— 38.5
— 36.5
W rr,trr,lr:r►1IVIl-Divvva/rVV1
10 20 30 40 60 80
BORING LOG
3
7
BORING NUMBER B-8
DATE DULLED 2n103
PROJECT NUMBER 72035009
PROJECT WALGREENS - JACKSONVILLE, NC
PAGE 1 OF 1
TITAN ATLANTIC GROUP

UrX1n
. . (F t.).
Lyre al...ralr 11V1V
: rr.1VISRKA11V1'V-131,VYr,1rVV1
10 20 30 40 60 80
0.0
0.5
5.0
-,Topsoil (approx. 6" .
Very soft to stiff moist orange brown fine sandy
CLAY (CL) with organics.
Boring terminated at 5 feet.
Classified By: R. BRIDGER
Driller. CAROLINA DRILLING
Drill Rig: TRACK RIG
Boring Type: MUD ROTARY
GROUNDWATER READINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
Ei1r, V .
(Fr.)
40.7
-- 36.2
•
BORING LOG
1
14
BORING NU11�1BER B-10
DATE DRILLED 2/6/03
PROJECT NUMBER 72035009
PROJECT WALGREENS - JACKSONVILLE, NC
PAGE 1 OF 1
TITAN ATLANTIC GROUP

Walgreens-Country Club Road & Western Boulevard
Jacksonville, NC
Titan Project No. 72025009
2111103
FOOTING DEPTH BELOW PENETROMETER
DESIGNATION EXISTING GRADE VALUE
[We
B-11
1.0
2.0
3.0
4.0
5.0
1.0
2.0
3.0
4.0
5.0
6-8-12
11-13-14
9-13-15+
3-4-5
3-3-5
6-7-8
8-8-8
11-12-12
7-8-9
5-6-7
COMMENTS
0 to 1 foot —Topsoil
1 to 3 feet — orange gray clayey
fine SAND (SC)
3 to 5 feet — orange gray fine
sandy CLAY (CL)
0 to I foot — Topsoil
1 to 5 feet — gray orange and
brown fine sandy CLAY (CL)
RESPECTFULLY SUBMITTED
TITAN ATLANTIC

TiTAN,d&a,t&. �um
Engineering, Construction and Consulting
KEY TO SOIL CLASSIFICATION
Correlation of Penetration Resistance with
Relative Densitv and Consistent
Sands and Gravels Silts and Clays
No. of
Relative
No. of
Blows. N
Density
Blows, N
0-4
Very Loose
0-2
5 — 10
Loose
3-4
It — 30
Medium Dense
5-8
31 —50
Dense
9 — 15
Over 50
Very Dense
16 — 30
31 —50
Over 50
Particle Size Identification
(Unified Classification System)
Boulders:
Diameter exceeds 12 inches
Cobbles:
3 to 12 inches diameter
Gravel:
Coarse -
19.0 mtn to 75 mm diameter
Fine -
4.75 mm to 19.0 mm diameter
Sand:
Coarse -
2.00 mm to 4.75 mm diameter
Medium -
0.425 mm to 2.00 mm diameter
Fine -
0.075 mm to 0.425 aim diameter
Consistency
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
Very Hard
Silt and Clay: Less than 0.075 mm (particles cannot be seen with the naked eye)
Modifiers
The modifiers provided our estimate of the amount of fines (silt or clay size particles) in the soil sample.
Approximate
Fines Content Modifiers
5% to 12% Fines Slightly silty or slightly clayey
>12% Fines Silty orclayey

TITAN
Engineering, Construction and Consulting
SOIL CLASSIFICATION SYSTEM
GROUP
MAJOR DIVISIONS
TYPICAL NAMES
SYMBOL
CLEAN
GW
Well graded gravels
GRAVELS
GRAVELS
(little or
no fines)
GP
Poorly graded gravels
(More than 50%
r
of coarse fraction
O
C)
larger than
GRAVELS
GPI
Silty gravels
❑
(D
No. 4 Sieve)
(with fines)
U
GC
Clayey gravels
CLEAN
SW
Well graded sands
kn o
U r`t
r
z
SANDS
SANDS
L
(little or
C
°
?
(More than 50%
no fines)
SP
Poorly graded sands
of coarse fraction
Silty sands, sand -silt
smaller than
SANDS
Sal
mixtures
No. 4 Sieve)
(with fines)
Clayey sands, sand -clay
SC
mixtures
�
2
SILTS AND CLAYS
NIL
Silts, sandy clayey
0—
,
?
silts with slightt plasticity
Cn
❑
(AaD
U0
(Liquid Limit < 50)
CL
Silty clays with
U
z��
o
.
low plasticity
t
o
2
SILTS AND CLAYS
MH
Silts or clayey silts with
U
high plasticity
v
z
°
=
(Liquid Limit > 50}
CH
Clays, silty clays with
high plasticity
PT
HIGHLY ORGANIC SOILS
OH
Peat or other highly
organic soils
OL
1 I 1-C «Vest Fire Tosser Road • Greenville, NC 28590 + Phone: [phone] • Fax: [phone]

Symbol Description
Strata s bols
j]'Jf High plasticity
clay
Low plasticity
clay
Fill
Poorly graded g
l..tis
®
Elastic silt
®
Silt
High plasticity
.`'
organic clays
Low plasticity
organic silts
Basalt
(or .generic roc
Silty sand
Poorly graded s
Well graded san
Q a
0
Agglomerate
s�
Claystone
r
Cobbles
Competent
Dolomite
�~
Frac rock
KEY TO
SYMBOLS
Symbol
Description
Symbol
Description
Granite
Misc. Symbols
Yi yA
''
Q
Water level at
�•`
Gravel
Y
time of boring -
Stabilized water
level
Intrusive
. ;
x
Additional water
level
Limestone
ravel
Soil Samplers
Metamorphic
rocks
Standard penetra-
tion test
Mudstone
Bulk/Grab sample
Organics
-
Undisturbed thin
■
Paving
wall Shelby tube
Rock
core
Peat
k) --.
Sand
Sandstone
and
Schist
d
Sediment
Shale
Shell
Dv-
fragments
Siltstone
Topsoil
Weathered

4
1270 (W o s�,d) 3a 53
%'roV �%� 2/e2 = 33 2
7? Zc, �o
05 1- , cam► 1 C-7g 26
703
SA-p14 = b
Lj
0.
POP C04
1 032
IZ x ,7Co3�j 7(93c.) I4(A f+3
j
fiy wi�-�ti Prw = Z�' aIL
L A, , A l��-Gv, — I go oJC
poo
6(4
I -(Z x,6,33)�z { -7c�lvg
t{o , 6,38)
JC -3 x '1(c(
il�

..
i
r � .
�:
'i
• h
-. _
.�„
.r�,
-
�
,k
,�
�_
�'
�c
�
�
�
�1
�
�
1
. _
�
p�
{�l
{.
7
�
��
�iX
t�
i 1
,r
, `,
T`,
�1
'
f
� �
�
ir.
.
��
i111.
!'
..
1. _
.��.� • .�
.�
,.
_
..
��E
i�.
,,

RECEIVED
MAY 0 12003
DwQ Jacksonville Walgreen's AL
PRoa # � j U 30 SCE ¢ Stormwater Management Plan
Jacksonville North Carolina �: :'7f y
NGINE.•
03
February 18, 2003 '•y�iQj
I!!!f!1l111titi�`
Site Description
The proposed Jacksonville Walgreen's is sited on a 1.8 acre tract of land located at 359
Western Boulevard Jacksonville, North Carolina. The site topography is flat, which is
typical of the area . The site is urban with storm drains to collect runoff. Soils consist
Goldsboro, a fine sandy loam in hydrology group C.
Bioretention
According to the NCDENR "Stormwater Best Management Practices" Manual
Bioretention cells achieve a removal rate of 85% for total suspended solids. Bioretention
areas are intended to address the spatial constraints that can be found in intensely
developed urban areas where the drainage areas are highly impervious. Bioretention is a
water quality practice using plants and soils for the removal of pollutants from
stormwater runoff.
One bioretention cell is proposed to treat the runoff from the site. The runoff from the
proposed parking area and building drains to the bioretention area. It is irregularly shaped
with an area of 4,033 square feet and a storage depth of 6"I'lThe runoff flows into the
Bioretention area through a riprap energy dissipator to slow it to non -erosive velocities.
The detention area was sized to treat the "first flush" of rainfall through infiltration,
transpiration, evaporation, storage, and nutrient uptake. Any storm in excess of this event
is released through the 15" outlet set d" above the bottom of the cell.
Bioretention Area Maintenance:
Vegetation shall be inspected twice annually. Remove/replace dead or diseased
plants. Also remove unwanted additional growth, such as weeds.
2. Remulch as necessary.
3. Once or twice annually, test the soil for pH and toxics. Lime should be added as
needed to increase pH. Soil should be replaced if toxics exist.
4. Remove trash and debris as necessary.
See Bioretention Area Maintenance Agreement for more detailed recommendations.

Stormwater Detention
• At the request of the City of Jacksonville, the bioretention area was modeled as a
detention pond to investigate its attenuating capabilities on the peak flow for a 25 year
storm.
An SCS TR-20 Type H storm hydrograph with 8" of rainfall was used to simulate the 25
year storm. The stormwater model indicated that the predeveloped peak flow leaving the
site was 7 cfs. Modeling the storm under post developed conditions and running the
stormwater through the bioretentionldetention area yielded a peak flow of 5 cfs. The
peak flow was effectively attenuated to less than predeveloped conditions. Calculations
are attached.
•
CJ

P
Bioretention Area
Sizing Calculations
Job: Jacksonville Walgreens
Calculated by: EJF
Date: 2/18/2003
Area C
Development (Sq. Ft.) Factor C x Area
Impervious 57,015 0.9 51,314
Green 14,915 0.25 3,729
Totals 71,930 55,042
Bioretention Area Size
1. With sand bed (5% sum of C x Area)
2. Without sand bed (7% sum of C x Area)
Bioretention Area Provided
RECEIVED
f�O.2o
2003
DWQ
PROJ # _ Yo 30504 _.
4 S 1554
C�
r umNN►►`'`,
2,752 Sq. Ft.
3,853 Sq. Ft.
4,033 Sq. Ft.

RIVERS & ASSOCIATES, INC.
Engineers/Planners/Surveyors
107 E. 2nd Street P.O. Box 929
GREENVILLE, NORTH CAROLINA 27835
[phone] FAX [phone]
"DW 2D1-1 jSrV %Ms) 2D5-1,PlMtd}
JOa�c9SotJyi
SHEET NO.
OF
CALCULATED 8Y !.�T
-7 F— DATE
CHECKED BY
L?.Tw.
HATE

Jacksonville Bloretention Type 1124-hrRainfall=&00"
Prepared by Rivers and Associates, Inc. Page 1
HydroCAD® 6.00_s1n 001529 © 1.986-2001 Applied Microcomputer Systems 9/24/2003
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Type 11 24-hr Rainfall=8.00"
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Predeveloped
Subcatchment 2S: Post Developed
Tc=35.2 min CN=79 Area=1,650 ac Runoff= 7.05 cfs 0.701 of
Tc=16.4 min CN=94 Area=1.650 ac Runoff= 13.33 cfs 0.929 of
Pond 1 P: Bioretention Peak Storage= 15,388 cf Inflow= 13.33 cfs 0.929 of
Primary= 5.56 cfs 0.825 of Outflow= 5.56 cfs 0.825 of
Runoff Area = 3.300 ac Volume = 1.630 of Average Depth = 5.93"

Jacksonville Bioretention Type l! 24-hr Rainfall=8.00°
Prepared by Rivers and Associates, Inc. Page 2
HydroCADO 6.00 sln 001529 © 1986-2001 Applied Microcomputer Systems 9/24/2003
Subcatchment 1 S: Predeveloped
Runoff = 7.05 cfs @ 12.30 hrs, Volume= 0.701 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Rainfall=8.00"
Area (ac) CN Description
1.650 79 50-75% Grass cover, Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet)_ (fUft) (fUsec) _ (cfs)
35.2 400 0.0020 0.2 Lag1CN Method,
Subcatchment 1S: Predeveloped
Hydrograph Plot
H
V
O
LL
7.05 cfs
.__...... ....
-------------
Z... ..... _...-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
— Runoff

r
Jacksonville Bioretention Type II 24-hrRainfall=8.00"
Prepared by Rivers and Associates, Inc. Page 3
HydroCADO 6.00 sln 001529 O 1986-2001 Applied Microcomputer Systems 9/24/2003
Subcatchment 2S: Post Developed
Runoff = 13.33 cfs @ 12.08 hrs, Volume= 0.929 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr Rainfall=8.00"
Area (ac) CN Description _
1.650 94 Urban commercial, 85% imp, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ftlsec) (cfs)
16A 400 0.0030 0.4 Lag/CN Method,
1
1
1
1
1
Subcatchment 2S: Post Developed
Hydrograph Plot
- - ;- - ;...__.._:;... - 13.33cfs ----- --- ---- -
N V f V iV if c fV ­ fJ — 11 iV is cV
Time (hours)
- Runoff

Jacksonville Bioretention Type 1124-hr Rainfall=8.00"
Prepared by Rivers and Associates, Inc. Page 4
H droCADO 6.00 s/n 001529 © 1986-2001 Applied Microcomputer Systems 9/24/2003
Pond 1 P: Bioretention
Inflow = 13.33 cfs @ 12.08 hrs, Volume= 0.929 of
Outflow - 5.56 cfs @ 12.29 hrs, Volume= 0.825 af, Atten= 58%, Lag= 12.7 min
Primary = 5.56 cfs @ 12.29 hrs, Volume= 0.825 of
Routing by Star -Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 39.67' Storage= 15,388 cf
Plug -Flow detention time= 92.7 min calculated for 0.822 of (88% of inflow)
Storage and wetted areas determined by Prismatic sections
Elevation
Surf.Area
Inc.Store
Cum.Store
(feed__
_(sq-ft)
(cubic -feet)
(cubic -feet)
37.00
4,033
0
0
38.00
5,255
4,644
4,644
39.00
6,535
5,895
10,539
40.00
7,871
7,203
17,742
Primary OutFlow (Free Discharge)
L1=Culvert
_ # Routine Invert Outlet Devices
1 Primary 37.75' 15.0" x 280.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 35.96' S= 0.0064 T n= 0.013 Cc= 0.900
1
1
1
1
1
Pond 1 P: Bioretention
Hydrograph Plot
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
— Inflow
— Primary

Jacksonville Bioretention Type It 24-hr Rainfall=8.00"
Prepared by Rivers and Associates, Inc. Page 5
HydroCADO 6.00 sln 001529 ©1986-2001 Applied Microcomputer Systems 9/24/2003
Pond 1 P: Bioretention
Stage -Discharge
m
a
C
O
N
lL
ul
39- .....----------------- ; ---------------- -
38- ......------------------
.._.._....
�Culvert.�
37-
0 1 2 3 4 5
Discharge (cfs)
Pond 1 P: Bioretention
Stage -Area -Storage
Surface[Wetted Area (sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500
l0-
38- .... -- ---- - - -----
37
2,000 4.000 61000 8,000 10,000 12,000 14.000 16.000
Storage (cubic -feet)
— Primary
-- Surface
-- Storage

11M - 4 200J
Soil. & Environmental Consultants, PA
I1010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
L www.SandEC.com
March 21, 2003
#03-7761
Rivers & Associates
Attn: Dwight Vernelson
P.O. Box 929
Greenville, N.C. 27835
Fax: [phone]
Re: Detailed Wetland Delineation for the Jacksonville Walgreens Site, Jacksonville, Onslo_w
County, North Carolina.
Dear Mr. Vernelson:
On March 18,2003, S&EC conducted a detailed wetland delineation on the Jacksonville
Walgreens Site. The property is located north of Memorial Drive, south of Country Club Drive,
and west of Western Boulevard in Jacksonville, North Carolina. Figure 1 shows the location of
the site on a USGS topographic quadrangle.
Wetlands:
Potential wetland areas on the site were evaluated for the presence of hydric soils and evidence
of hydrology and vegetation. In these areas, hydrologic proof would be in the existence of hydric
soils with oxidized root channels in the upper 12 inches of the "A" horizon. Other indicators of
hydrology include; water borne deposits, drift -.lines, scour marks, and regional indicators of soil
saturation, etc. We have determined that no jurisdictional wetlands or other Waters of the
US (i.e., streams, ponds or lakes) exist on the site.
Information regarding this site will be sent to the US Army Corps of Engineers (USACE) to'
obtain a jurisdictional determination (tear sheet) that confirms that no jurisdictional features are
on the property, In order to obtain the jurisdictional determination from the USACE we must
have agent authorization (see attached Agent Authorization). This authorization form must be
filled out in its entirety by the current landowner and sent to S&EC (a faxed copy is acceptable).
If you have any questions or require further information please email me at
SC1ar1: ci>SandEC.com or call.
Sincerely,
Sean Clark
Charlotte Office:
Qreenso Qff_fic:
fIickory_Office:
236 LePhillip Court, Suite C
3817-E Lawndale Drive
622 Coon Mountain Lane
Concord, NC 28025
Greensboro, NC 27455
'Iaylorsville, NC 28681
Phone: [phone]
Phone: [phone]
Phone [phone]
Fax: [phone]
Fax: [phone]
Fax: [phone]

1
July 14, 2003
LRC Realty Inc.
1585 Frederick Boulevard
Akron, Ohio 44320
Attention: Mr. David Craine
Subject; Geotechn'tcal Engineering Report — Addendum IV
Walgreens — Country Chub Road & W&.stern Boulevard
Jacksonville, North Carolina
Titan Project No. 72035009
Dear Mr. Craine:
A Irerrecon Company
11)-C Weak Fire Tower Road
WIn(ervtllB, North Carolina 28500
[phone] Fax: [phone]
Titan Atlantic Group, Inc. (Titan) is pleased to present this Geotechnical Engineering Report •--
Addendum IV for the proposed retail building in ,lacks nville, North Carolina. Findings, conclusions,
and reconunendation, given in this report are subject to the hi-nitations presented in the Appendix of our
original report.
As requested by Mr. Dwight Vernelson, representing Rivers &; Associates, Inc., a Titan representative
was present on site July 11, 2003 to determine: if 5rour)dwater levels in the area of'the proposed
detention/retention pond were within 6 feet of the g mind.'surface. A hand auger was used to bore. to
depths of six feet below the existing ground surface in the areas of Borings .B-9 and B-11, as indicated on
the attached drawing. Groundwater was not encounLcrcd to depths augered.
Please contact us il' you have any questions or comments rugardinb this addendum letter. We are
available to provide additional services as necessary during the final design and construction phases of
this project. As always, we have enjoyed assisting; you and look fonvard to serving as your consultant on
the remainder of this project and future projects.
Sincerely,
TITAN ATLANTIC GROUT', INC.
G. Ryan Bridger,
Staff Geotechnical Professional
Carl F. Benner, P.E.
Greenville Office Manager
Registered, North Carolina 16252
N:1Ry3n!,Pruicct;L()03172U35009 Walgreens-Cuuniry Club Di & Wcs[ern Blvd-JUcJisonville,NClAddcl(idunl lV,dnc
cc: Dwieh[ VCI IIC(icm
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BORING LOCATION PLAN i.
WALaREENS
TYFAN ,PlWalrdic, COUNTY
T NGINEE RING A CONSTRUCTION 4 CONSULTING
CLUB RI). & WESTERN BLVD1
111—C' WEST FIRETOWER ROAD
WINTERV� 11 LE NC 28590 JACKSONVILLE, NC'
PHONE: 2,52) 353-1600
PAX: (252), 353-0002 FITAN PROIJ NO, 72035009
CBECK: CFB E—[
DRAWN: GIRB I DATE: 2/17/03 S C A 1, : 1Q' DWG. NO. I
TOTRL P.03

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