SW3141103_Soils/Geotechnical Report_20240416

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REPORT
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SUBSURFACE EXPLORATION
SUMMIT CORPORATE CENTER — LOT 7
SALISBURY, NORTH CAROLINA
L. ECS PROJECT NO. 08-4794
August 31, 2007

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ECS CAROLINAS, LLP
LP LP Geotechnical • Construction Materials • Environmental
CGUROILOINIAZ
August 31, 2007
Mr. Derek Salfia
The Keith Corporation
2719 Coltsgate Road
Charlotte,NC 28211
Reference: Report of Subsurface Exploration
Summit Corporate Center—Tract 7
Salisbury,North Carolina
ECS Project No. 08-4794
Dear Mr. Salfia:
ECS Carolinas, LLP (ECS)has completed the subsurface exploration and geotechnical evaluation for
the above referenced project. This project was authorized and performed in general accordance with
ECS Proposal No. 08-7540P. The purpose of this exploration was to determine the general
subsurface conditions at the site and to evaluate those conditions with regard to foundation, floor slab
and pavement support along with general site development. This report presents our findings along
with our conclusions and recommendations for design and construction of the project.
•
ECS Carolinas, LLP appreciates the opportunity to assist you during this phase of the project. If you
have questions concerning this report,please contact our office.
Respectfully,
ECS CAROLINAS,LLP
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Jonathan R.Almond,E.I.
Geotechnical Project Manager
Derek L. Clybum, P . �� N' . .S . •O �i�.
Principal Engineer 2O ,
NC Registered 032551 . �'
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032551 et()p0'
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8702 Red Oak Boulevard,Suite A, Charlotte,North Carolina 28217•704-525-5152•Fax: [phone]•www.ecslimited.com

REPORT OF SUBSURFACE EXPLORATION
Summit Corporate Center—Lot 7
Salisbury,North Carolina
Prepared For:
Mr. Derek Salfia
The Keith Corporation
2719 Coltsgate Road
Charlotte,North Carolina
Prepared By:
ECS CAROLINAS, LLP
8702 Red Oak Boulevard, Suite A
Charlotte,North Carolina 28217
ECS Project No:
08-4794
Report Date:
..., August 31,2007

Report of Subsurface Exploration and Engineering Services Mr.Derek Salfia
Summit Corporate Center—Lot 7 The Keith Corporation
Salisbury,North Carolina August 31,2007
ECS Project No. 08-4794 Page 1
SCOPE OF EXPLORATION
Prior to drilling,ECS personnel visited the site to perform site reconnaissance and locate the borings in
the field using a sub-meter Trimble Global Positioning System (GPS) Backpack unit. The surface
features of the site were observed with respect to drilling access and existing utilities.
Our subsurface exploration included the execution of eighteen (18) soil test borings (B-1 through B-
18) at the approximate locations shown on the Boring Location Diagram, included in the Appendix
{ (Figure 2). The boring locations were established and located in the field by personnel from ECS
using the mobile GPS unit. The borings were advanced to depths ranging between 10 and 25 feet
below the existing ground surface using a B-57 mounted rig using continuous-flight, hollow-stem
auger.
FIELD EXPLORATION
Standard Penetration Test(SPT) Drilling: Standard Penetration Tests (SPT's) were performed in
the current borings at designated intervals in general accordance with ASTM D 1586-84. The
Standard Penetration Test is used to provide an index for estimating soil strength and density. In
conjunction with the penetration testing, split-barrel soil samples were recovered for soil
classification and potential laboratory tests at each test interval. Brief descriptions of the field testing
procedures and Test Boring Records are included in Appendix. Elevations shown on the Test Boring
Records and referenced within this report were interpolated from a site plan provided by The Keith
Corporation.
The drill crew also maintained a field log of the soils encountered at all the boring locations. After
recovery, each sample was removed from the sampler and visually classified. Representative
portions of each sample were then sealed and brought to our laboratory in Charlotte, North Carolina
4..., for further visual examination and laboratory testing.
Groundwater measurements were attempted at the termination of drilling at all boring locations and
again during site demobilization. Groundwater was observed in Boring B-7 at approximately 18 feet
below existing grade. Although some fluctuation in groundwater levels can occur with climatic and
seasonal variations,construction problems related to groundwater are not anticipated in this project.
LABORATORY SERVICES
Recovered soil samples were transported to our laboratory where they were subjected to visual -
manual classification by a geotechnical engineer. A Test Boring Log was prepared for each boring.
The Test Boring Records were prepared using the observations made in the field during drilling, as
well as the visual — manual classification in the laboratory. In addition to visual classification,
Atterberg limits and in-situ moisture content testing were conducted to better evaluate the on-site
characteristics and current conditions.
Soil Classification: A geotechnical engineer classified each soil sample on the basis of color,
texture, and plasticity characteristics in general accordance with the Unified Soil Classification
System (USCS). The soil engineer grouped the various soil types into the major zones noted on the
boring logs. The stratification lines designating the interfaces between earth materials on the boring
logs and profiles are approximate; in situ, the transition between strata may be gradual in both the

Report of Subsurface Exploration and Engineering Services Mr.Derek Salfia
Summit Corporate Center—Lot 7 The Keith Corporation
Salisbury,North Carolina August 31,2007
ECS Project No. 08-4794 Page 3
vertical and horizontal directions. The results of the boring visual classifications are presented on the
Test Boring Logs included in Appendix
Additional Laboratory Testing: In addition to visual classification, ECS also performed Atterberg
limit testing, Standard Proctor testing, and natural moisture testing. Atterberg limit testing was done
to evaluate the potential for shrink/swell potential and plasticity of the tested soils.
Data obtained from the laboratory tests are presented in the section labeled `Laboratory Test
Results"of this report and/or Appendix.
SITE AND SUBSURFACE FINDINGS
Site Description: The area of study, Lot 7, exists in a previously developed industrial park along
Summit Place Drive in Salisbury,North Carolina. During the time of exploration the lot was wooded
but did exhibit some potential for the existence of previous grading or fill activities along the road
frontage and center of the site.
The site is moderately to heavily wooded, with topography sloping from the south to north.
Elevations on-site range between 770 and 815 feet above mean sea level (MSL) elevation.
Several drainage features traverse the site running from east to west.
Soil Survey: The following information is presented based on a review of the Soil Survey of Rowan
County,North Carolina, issued by the U.S. Department of Agriculture - Soil Conservation Service in
1995. According to the Soil Survey of Rowan County, North Carolina, the predominant soil type at
the subject site is the Sedgefzeld Sandy loam (SeB) for the northern most two-thirds of the property.
The soils survey also indicates that Cecil Sandy Clay loam (CeB2) series extend onto the lower third
( of the property.
Area Geology: The site is located in the Piedmont Physiographic Province of North Carolina. The
native soils in the Piedmont Province consist mainly of residuum with underlying saprolites
weathered from the parent bedrock, which can be found in both weathered and unweathered states.
Although the surficial materials normally retain the structure of the original parent bedrock, they
typically have a much lower density and exhibit strengths and other engineering properties typical of
soil. In a mature weathering profile of the Piedmont Province, the soils are generally found to be
finer grained at the surface where more extensive weathering has occurred. The particle size of the
soils generally becomes more granular with increasing depth and gradually changes first to
weathered and finally to unweathered parent bedrock. The mineral composition of the parent rock
and the environment in which weathering occurs largely control the resulting soil's engineering
characteristics. Based on our site reconnaissance and review of the published information pertaining
to the geology in the general vicinity of the site, the parent bedrock underlying the property is felsic
metamorphic or igneous rock. The onsite residual soils are the product of the weathering of the
parent bedrock.

Report of Subswface Exploration and Engineering Services Mr.Derek Salfia
Summit Corporate Center—Lot 7 The Keith Corporation
Salisbury,North Carolina August 31, 2007
ECS Project No. 08-4794 Page 4
Subsurface Conditions: The subsurface conditions at the site, as indicated by the borings, generally
consist of fill, alluvial soil and residual soil to at least the depths explored. The generalized
subsurface conditions are described below. For soil descriptions and general stratification at a
particular boring location, the respective Test Boring Record should be reviewed. The below
descriptions provide a general summary of the subsurface conditions encountered. The demarcation
designating the interfaces between various material types represent approximate boundaries and the
transition between identified layers may be gradual.
Topsoil is present at the ground surface in all our borings. The topsoil ranged in thickness from 2 to
4 inches across the site. For stripping purposes, we recommend including a budget for clearing at
least 8 inches of topsoil across the site.
Previously placed fill materials were encountered at ground surface in borings B-9, B-17, and B-18.
The fill materials encountered extend 3 to 5.5 feet below the existing ground surface. The soil
component consisted mainly of silty sands and sandy silts. The SPT N-values measured in the fill
ranged mostly from 11 to 29 blows per foot (bpf). Possible fills were noted to exist in borings B-1
and B-13 to a depth of 3 feet below ground elevation. These materials exhibited SPT N-values
ranging between 11 and 16 bpf. Undocumented fill poses risks associated with undetected deleterious
inclusions within the fill and/or deleterious materials at the virgin ground/fill interface that are
covered by the fill. ECS Carolinas, LLP was not provided with any documentation to support that all
previously encountered deleterious materials have been removed from the project site. The existing
fill soils that will remain after excavating to the FFE generally are not suitable to support
foundations, floor slabs or pavements
Alluvial (water deposited) soils were encountered in boring location B-3, B-4, and B-9. The alluvial
soils were encountered at ground surface and extended to a depth of 3 to 5.5 feet below ground
elevation. The alluvial deposit consisted of Silty Clay. SPT N-values exhibited by the alluvial profile
ranged between 6 and 19 bpf.
Residual soils are present below the fill and alluvial soils, or at ground elevation at all of the borings.
Residual soils are formed by the in-place chemical and mechanical weathering of the parent bedrock.
The residual soil stratas were encountered at depths ranging between 0 and 5.5 feet and extending to
a minimum depth of 10 and at least 25 feet below ground elevation. The residual soils encountered
consisted of Clayey Silt, Sandy Silt, and Silty Sand, exhibiting SPT N-values ranging between 6 and
40 bpf, while averaging between 10 and 20 bpf. Residual profiles exhibiting extended soft soils
(blowcounts less than 7 bpf)were indicated in borings B-12 and B-14.
Materials hard enough to be classified as weathered rock (SPT N-values greater than 100 bpf) were
not encountered in any borings.
Groundwater & Cave-In Depth Observations: Groundwater measurements were attempted at the
termination of drilling and again at the end of the day prior to demobilization. Groundwater was
measured in boring B-7 at a depth of 18 feet below ground elevation.
Based on our soil test borings, groundwater is not anticipated to significantly affect the planned
development. Please note that fluctuations in the groundwater level can be expected depending on
variations in precipitation, run-off and other factors not evident at the time of our subsurface

i
Report of Subsurface Exploration and Engineering Services Mr.Derek Salfia
Szan,nit Corporate Center—Lot 7 The Keith Corporation
Salisbury,North Carolina August 31,2007
I
ECS Project No. 08-4794 Page 5
exploration. Normally, the highest groundwater levels occur in late winter and spring and the lowest
levels occur in late summer and fall.
Cave-in depths noted on the boring logs ranged in depths of 5.9 to 20.1 feet below the existing
ground surface in our borings. The cave-in depths are sometimes an indication of the approximate
groundwater Ievel at or below the caved depths or the result of the fall-in of soils as the augers were
removed.
LABORATORY TEST RESULTS
Laboratory testing was performed on selected samples collected from the borings. The laboratory
testing program included visual classifications, moisture content tests (ASTM D 2216), Atterberg
Limit testing (ASTM D 4318) and standard Proctor testing(ASTM D-698). Results of the laboratory
testing are also provided in the Appendix. Refer to the table below for Atterberg Limits and natural
moisture content test results.
The Atterberg Limit Test and our visual classification confirms that the samples selected from
borings B-3 and B-9 are high plasticity clays. These materials are not suitable for the use as project
structural fill or foundation or slab bearing materials.
Natural Moisture Content&Atterberg Limits Test Results
Na ra -Lii i Past c ast'c� y
i q �lL et, on eptl ft onsture ma i tt 'Index
Locator E )o e _ ° : ,. „ 1 X/B-2 3.5-5.0 16.1 - - - -
B-3 1.0-2.5 21.4 58 21 37 CH
B-5 3.5-5.0 13.5 - - - -
B-7 8.5-10.0 13.8 - - - -
B-9 3.5-5.0 22.9 50 18 32 CH
B-9 6.0-7.5 21.6 46 20 16 ML
B-9 13.5-15.0 32.7 - - - -
B-11 6.0-7.5 9.4 - - - -
B-13 6.0-7.5 13.1 - - - -
B-14 1.0-2.5 5.0 - - - -
B-15 6.0-7.5 25.2 - - - -
B-15 13.5-15.0 22.2 - - - -
B-16 3.5-5.0 26.5 - - - -
B-16 8.5-10.0 34.9 - - - - _
B-17 6.0-7.5 25.6 43 33 10 ML
B-18 6.0-7.5 23.6 - - - -
I
PROJECT DESCRIPTION
ECS anticipates that on-site construction will consists of a proposed 200,000 square foot
structure with associated parking areas and drives located to both the east and west of the
proposed structure. ECS anticipates that the structure will be steel framed, with tilt panel or
similar wall construction. ECS also anticipates that column loads to be on the order of 200 kips,
and wall loads no more than 5 kips per foot. Floor loadings are not expected to exceed 300
pounds per square foot.

Report ofSubsurface Exploration and Engineering Services Mr.Derek Salfia
Summit Corporate Center—Lot 7 The Keith Corporation
Salisbury,North Carolina August 31,2007
ECS Project No.08-4794 Page 6
Drawings provided by The Keith Corporation have been used to estimate a proposed FFE of 800
feet MSL for the structure. Based on this FFE, ECS anticipates that cut and fill depths in the
magnitude of 15 feet will be required.No below grade structures are anticipated for construction.
Associated parking areas and drives will be located to the north of the proposed structure. No
traffic loadings or pavement information was provided at the time of report submittal.
CONCLUSIONS AND RECOMMENDATIONS
The borings performed at this site represent the subsurface conditions at the location of the borings
only. Due to the prevailing geology, there can be changes in the subsurface conditions over
relatively short distances that have not been disclosed by the results of the borings performed.
Consequently, there may be undisclosed subsurface conditions that require special treatment or
additional preparation once these conditions are revealed during construction.
Our evaluation of foundation support conditions has been based on our understanding of the site,
project information and the data obtained in our exploration. The general subsurface conditions
utilized in our foundation evaluation have been based on interpolation of subsurface data between the
borings. In evaluating the boring data, we have examined previous correlations between penetration
resistance values and foundation bearing pressures observed in soil conditions similar to those at
your site.
If the project information is incorrect or if the structure location (horizontal or vertical) and/or
dimensions are changed, please contact us so that our recommendations can be reviewed. The
discovery of any site or subsurface conditions during construction, which deviate from the data
outlined in this exploration, should be reported to us for our evaluation. The assessment of site
environmental conditions for the presence of pollutants in the soil, rock, and ground water of the site
was beyond the scope of this exploration.
The assessment of site environmental conditions for the presence of pollutants in the soil, rock, and
ground water of the site was beyond the scope of this exploration.
PROJECT DESIGN
Foundation Support: Provided the recommendations outlined herein are implemented, the
proposed structure can be adequately supported on a shallow foundation system consisting of spread
footings bearing on undisturbed residual soils or on newly-placed structural fill. A net allowable
bearing pressure of up to 3,000 pounds per square foot (psf) can be used for design of the
foundations. The net allowable bearing pressure is that pressure which may be transmitted to the soil
in excess of the minimum surrounding overburden pressure. Minimum wall and column footing
dimensions of 24 and 16 inches, respectively, should be maintained to reduce the possibility of a
localized, "punching" type, shear failure. Exterior foundations and foundations in unheated areas
should be designed to bear at Ieast 18 inches below finished grades for frost protection.
S_.

Report of Subsurface Exploration and Engineering Services Mr.Derek Salfia
Summit Corporate Center—Lot 7 The Keith Corporation
Salisbury,North Carolina August 31,2007
ECS Project No. 08-4794 Page 7
Settlement: Based on the subsurface conditions encountered and assuming that the
recommendations discussed herein are incorporated,total and differential settlement should be within
tolerable limits. Total settlement is anticipated to be less than 1.0 inch while differential settlement
between columns is anticipated to be less than 0.5 inch. We recommend that control joints be placed
within the masonry to allow movement.
Site Classification for Seismic Design: The 2006 Edition of the North Carolina Building Code
(NCBC) requires that the stiffness of the top 100-ft of soil profile be evaluated in determining a site
seismic classification. Alternately, designers can default by Code to a Site Class "D" site
assumption,unless soils data further reduces the site to an"E"classification.
To determine the stiffness of the top 100-ft of the soil profile at the site, a Refraction Microtremor
(ReMiTM) survey was performed at the ReMiTMlocation (array) across the site as seen on the Boring
Location Diagram. The data was processed using SeisOpt® ReMiTM software to reveal a one-
dimensional average shear-wave (S-wave) velocity image for the array, which is provided in the
appendix. In addition, the survey also provides the average shear wave velocity to a depth of 100
feet that was used to determine the seismic Site Class. The data available to date indicates that a Site
Class "D" is appropriate for the project.
Slab-On-Grade Support: The proposed slab-on-grade floor system can be adequately supported on
undisturbed residual soils or on new, properly placed fill provided the site preparation and fill
recommendations outlined herein are implemented. For a properly prepared site, a modulus of
subgrade reaction (k) for the soil of 100 pounds per cubic inch for the soil can be used. This value is
representative of a 1-ft square loaded area and may need to be adjusted depending the size and shape
of the loaded area depending on the method of structural analysis. We recommend that a granular
material be placed immediately beneath the floor slab to provide a capillary barrier and to increase
the load distribution capabilities of the floor slab system.
We recommend the slabs-on-grade be underlain by a minimum of 4 inches of granular material
having a maximum aggregate size of 1 V2 inches and no more than 2 percent fines. This granular
layer will facilitate the fine grading of the subgrade and help prevent the rise of water through the
floor slab. Prior to placing the granular material, the floor subgrade soil should be properly
compacted, proofrolled, and free of standing water, mud, and frozen soil. Before the placement of
concrete, a vapor barrier may be placed on top of the granular material to provide additional moisture
protection. However, special attention should be given to the surface curing of the slab in order to
minimize uneven drying of the slab and associated cracking.
We recommend that the floor slab be isolated from building foundations unless the connection is
designed to accommodate anticipated foundation settlement.
Pavements: The undisturbed low plasticity silty sands and sandy silts observed in our borings or
newly placed approved controlled structural fill can provide adequate support for a pavement
structure designed for appropriate subgrade strength and traffic characteristics as long as the "Project
Construction" of this report is followed.
However, the existing highly plastic soils observed in boring B-3 and B-9 are not suitable for direct
support of project pavements. Depending on the site conditions during construction and based on the
final design grades, the areas containing the highly plastic soils (CH) materials may need to be
stabilized with geotextiles and ABC stone or undercut and replaced with compacted structural fill.

Report of Subsrn face Exploration and Engineering Services Mr.Derek Salfia
Summit Corporate Center—Lot 7 The Keith Corporation
Salisbury,North Carolina August 31,2007
ECS Project No. 08-4794 Page 8
Design of the pavement sections is beyond our scope of work; however, typically, for light duty
areas, a minimum pavement section should consist of 3 inches of asphaltic concrete surface course
overlying 6 inches of compacted aggregate base course (ABC) stone. For heavy-duty areas, the
minimum pavement section should consist of 4 inches of asphaltic concrete (surface course and
binder) overlying 8 inches of compacted ABC stone. The pavement cross-sections provided do not
[ account for construction traffic. The cross-section provided are minimum cross-sections required to
support typical traffic loads for the type of development discussed in this report. Pavement cross
sections should conform to local standards if they will be maintained by local government. These
pavement sections may vary depending site conditions. Once pavement design criteria is determined,
ECS should be further consulted to analyze the appropriateness of the designated pavement section.
Concrete should be properly cured to protect it against loss of moisture, rapid temperature changes,
and mechanical injury during the first several days. We suggest a suitable curing compound be
applied after concrete has been finished. All pavements should be sloped to allow for positive
drainage.
A concrete dumpster pad should be constructed to accommodate dumpsters and the dumpster trucks.
We recommend that a minimum 6-inch thick reinforced air entrained concrete pad be placed in front
of the dumpster for use by the refuse truck during loading operations. The refuse collector should be
consulted to confirm the size,thickness and layout of the concrete pad.
We emphasize that good base course drainage is absolutely essential for successful pavement
performance. Water buildup in the base course will result in premature pavement failures. The
subgrade and pavement should be graded to provide rapid runoff to either the outer limits of the
paved area or to catch basins so that standing water will not accumulate on the subgrade or
g_ pavement. Any areas of landscaping with sprinkler systems, or areas of cut that would allow water to
enter the pavement system,may need subdrains installed to prevent entry.
It is quite likely that the subgrade in all pavement areas will be exposed to weather extremes and/or
construction traffic prior to placement of pavements. In this event, the upper 12 inches of subgrade
soil should be scarified and rolled to achieve a density of at least 100 percent of its standard Proctor
maximum dry density. If the subgrade soils become dry prior to placement of the pavements, they
should be moistened to approximately their optimum moisture content and recompacted to the above
density. In flexible pavement areas, the aggregate base should then be applied and compacted to at
least 100 percent of its standard Proctor maximum dry density prior to pavement construction. In
rigid pavement areas, the subgrade should be moistened lightly immediately prior to placement of
concrete.
The pavement subgrade should be prepared in accordance with the site preparation and fill
recommendations provided in this report. The subgrade and the pavement surface should be sloped
and discharged to a suitable outlet area to provide positive subsurface and surface drainage away
from the pavement. Water within the base course layer can lead to softening of the subgrade and
other problems that will result in accelerated deterioration of the pavement.

Report of Subsurface Exploration and Engineering Services Mr.Derek Salfia
Summit Corporate Center Lot 7 The Keith Corporation
Salisbury,North Carolina August 31,2007
ECS Project No. 08-4794 Page 9
It should be noted that all pavements require regular maintenance and occasional repairs to keep in a
serviceable condition. In addition, to minimize water infiltration to the pavement section and within
the base course layer resulting in softening of the subgrade and deterioration of the pavement, we
recommend the timely sealing of joints and cracks in existing paving.
Lateral Earth Pressures/Retaining Walls: According to the 2006 North Carolina Building Code,
retaining systems which provide a total vertical grade change of 5 feet over a horizontal distance of 50
feet or less must be designed and constructed under the responsible charge of'a licensed professional
engineer. This includes retaining walls less than 5 feet tall that may have slopes above or below the
walls.
We recommend the following parameters for design of retaining walls:
Unit Active At Rest Passive Friction
Soil a We hA Coefficient:. Coefficient Coefficient An le
TYp � � :
pcf K. degrees
Onsite Soils 120 .50 .36 2.8 28
The parameters given above are for walls without appreciable backslopes. Sloping backfill behind the
wall will significantly increase the lateral pressure applied to the wall,which will require modification of
the earth pressure coefficients recommended above.
The Active Coefficient should be used where the wall is allowed to rotate. Rotation at the top of the
wall on the order of 0.5 percent to 1 percent of the wall height is normally required to develop the full
Active Earth Pressure condition. If rotation of the top of the wall is not an acceptable condition or if the
rotation will be restrained by bracing or by supported floors,then the At Rest Earth Pressure Coefficient
should be used to design the wall.
Resistance to lateral sliding of the wall will be derived from friction between the wall foundation and the
supporting soil and from passive earth pressure against the outside face of the embedded wall and
foundation. We recommend the resistance derived from both sources be considered to act
simultaneously. However, we recommend a minimum factor of safety of 2.0 be used to compute the
allowable resistance from passive pressure since considerable lateral displacement is typically required
to fully mobilize the passive resistance. Additionally,passive earth pressure should be neglected in the
top 1.5 feet of embedment to account for seasonal drainage, shrinkage, softening, or erosion. Also, a
minimum factor of safety of 2.0 should be applied to the coefficient of friction provided in the table
above.
Retaining wall design should account for any surcharge loads within a 45-degree slope from the base of
the wall. Below grade walls that may retain water behind them should be designed to resist hydrostatic
pressures in addition to earth pressures unless an adequate wall drainage zone is provided. The surface
of the backfill should slope slightly to promote positive surface water flow away from the retaining wall
to prevent ponding of water behind the wall.
If segmental block retaining walls will be utilized in cut areas of the site,the wall face should be Iocated
far enough away from adjacent property lines, structures, or other site constraints to permit construction
of the segmental block wall. We recommend the face of the wall be located away from the site
constraint by at least 2 times the total change in elevation that the retaining wall, including any slopes

Report of Subsurface Exploration and Engineering Services Mr.Derek Salfia
Summit Corporate Center—Lot 7 The Keith Corporation
Salisbury,North Carolina August 31,2007
ECS Project No. 08-4794 Page 10
above or below the wall, will provide. This separation should provide approximately one wall height
behind the wall face to accommodate the geogrid reinforcing sheets while still allowing enough space to
make a temporary excavation for construction of the segmental wall.
The onsite non-plastic silty sands and sandy silts are suitable for use as backfill behind conventional
below-grade walls provided they are compacted in accordance with those procedures outlined in a
subsequent section of this report.
Cut and Fill Slopes: We recommend that permanent cut slopes less than 10 feet tall through
undisturbed residual soils be constructed at 2:1 (horizontal: vertical) or flatter. Permanent fill slopes
Iess than 20 feet tall may be constructed using controlled fill at a slope of 2.5:1 or flatter. A slope of
3:1 or flatter may be desirable to permit establishment of vegetation, safe mowing, and maintenance.
The surface of all cut and fill slopes should be adequately compacted. All permanent slopes should
be protected using vegetation or other means to prevent erosion.
The outside face of building foundations and the edges of pavements placed near slopes should be
located an appropriate distance from the slope. The North Carolina Building Code lists the following
requirements:
• Buildings or pavements placed at the top of fill slopes should be placed at distance equal to at
least 1/3 of the height of the slope behind the crest of the slope, but that distance need not be
more than 40 feet.
• Buildings or pavements near the bottom of a slope should be located at least % of the height of
the slope from the toe of the slope, but the distance need not be more than 15 feet.
Slopes with structures located closer than these limits or slopes taller than the height limits indicated,
should be specifically evaluated by the geotechnical engineer and may require approval from the
building code official.
Any fill placed in sloping areas should be properly benched into the adjacent soils. Temporary
slopes in confined or open excavations should perform satisfactorily at inclinations of 1(H):1(V). All
excavations should conform to applicable OSHA regulations.
Appropriately sized ditches should run above and parallel to the crest of all permanent slopes to
divert surface runoff away from the slope face. To aid in obtaining proper compaction on the slope
face, the fill slopes should be overbuilt with properly compacted structural fill and then excavated
back to the proposed grades.
PROJECT CONSTRUCTION
Site Preparation & Earthwork Operations: The proposed construction area should be stripped of
all topsoil, organic material, existing fill, alluvial soil and other soft or unsuitable material. Any
resulting isolated excavations should be backfilled with suitable fill material. We expect a stripping
depth of 8 inches based on the borings; however, deeper stripping depths are typically required in
wooded areas. Stripping depths will vary depending on the time of the year. During the wet seasons,
stripping may be deeper due to saturated soils on the surface. Upon completion of these stripping
operations, the exposed subgrade in areas to receive fill should be proofrolled with a loaded dump

Report of Subsurface Exploration and Engineering Services Mr.Derek Salfia
Summit Corporate Center—Lot 7 The Keith Corporation
Salisbwy,North Carolina August 31,2007
ECS Project No. 08-4794 Page 11
truck or similar pneumatic-tired vehicle having a loaded weight of approximately 25 tons. After
excavation,the exposed subgrades in cut areas should be similarly proofrolled.
Proofrolling operations should be performed under the observation of a geotechnical engineer or his
authorized representative. The proofrolling should consist of two (2) complete passes of the exposed
areas, with each pass being in a direction perpendicular to the preceding one. Any areas which
deflect, rut or pump during the proofrolling, and fail to be remedied with successive passes, should
be undercut to suitable soils and backfilled with controlled fill.
Based on our site reconnaissance and subsurface findings, we do not anticipate that major
undercutting will be required for the project. However, depending on final design grades,
undercutting should be anticipated in the vicinity of borings B-1, B-3, B-4 and B-9 to address the
removal and replacement of existing fill, alluvial soils and high plasticity clays. Additionally,
because of the clayey near-surface soils,proofrolling may reveal unstable areas due to high moisture
content. If earthwork is performed during winter or after appreciable rainfall then subgrades may be
unstable due to wet soil conditions,which could increase the amount of undercutting required.
We anticipate that most site soils can be adequately compacted without need for special drying
measures. Drying of wet soils, if encountered, may be accomplished by spreading and discing or by
other mechanical or chemical means. The ability to dry wet soils, and therefore the ability to use them
for fill, will be reduced if earthwork is performed during late winter or spring. We recommend a
shrinkage factor of 15 to 20 percent for calculating earthwork balances using site soils as fill.
When dry, the majority of the site soil should provide adequate subgrade support for fill placement and
construction operations. When wet, the soil may degrade quickly with disturbance from construction
traffic. Good site drainage should be maintained during earthwork operations to prevent ponding water
on exposed subgrades.
The residual soils at the site may be elastic in nature due to the presence of mica minerals. These
micaceous soils may rebound elastically (fluff) within the upper 12 to 24 inches after the removal of
several feet of confining overburden soils. In cuts where this condition may exist,the elastic rebound
problem may be handled by compacting the exposed surface in cut with proper compaction
equipment, analogous to man-made fill. Another method which may prevent the elastic rebound
problem is to place a 2 to 4-inch thick"mud-mat" of"lean" concrete immediately after the excavation
has been completed.
Excavation: Based on the results of our subsurface exploration, it appears that the onsite soils,
within the depths of the borings, can be excavated with conventional construction equipment.
Although there can be changes in the subsurface conditions over relatively short distances, problems
associated with excavating very dense soils are not anticipated for this project.
We have generally found that material that our soil drilling augers can penetrate can also be
excavated with a large backhoe or ripped with a dozer mounted ripper. Weathered rock or rock that
cannot be penetrated by the mechanical auger will normally require blasting to loosen it for removal.

Report of Subsurface Exploration and Engineering Services Mr.DerekSalfla
Summit Corporate Center—Lot 7 The Keith Corporation
Salisbury,North Carolina August 31,2007
ECS Project No. 08-4794 Page 12
Surface Water Control: The site should be graded as to confirm that adequate surface water
drainage is accomplished. Free drainage of all surface water contributes to the quality and integrity
of structures, parking areas, retaining structures, and slopes. In areas which "pond" water, swales,
french drains,or drainage tiles should be used to help direct water away from structural areas.
( Fll Material and Placement: The project fill should be soil that has less than five percent fibrous
organic content and a liquid limit and plasticity index less than 50 and 20, respectively. Soils with
Unified Soil Classification System group symbols of SP, SW, SM, SC, and ML are suitable for use
as project fill. Soils with USCS group symbol of CL that meet the restrictions for liquid limit and
plasticity index are also suitable for use as project fill. During site grading, some moisture
modification (drying and/or wetting) of the onsite soils will likely be required.
The fill should exhibit a maximum dry density of at least 90 pounds per cubic foot, as determined by
a standard Proctor compaction test(ASTM D 698). We recommend that moisture control limits of-3
to +2 percent of the optimum moisture content be used for placement of project fill with the added
requirement that fill soils placed wet of optimum remain stable under heavy pneumatic-tired
construction traffic. During site grading, some moisture modification (drying and/or wetting) of the
onsite soils will likely be required. Based on the results of our visual classification, the onsite silty
sands and sandy silts appear suitable for use as project fill.
Project fill should be compacted to at least 95 percent of its standard Proctor maximum dry density
except within 24 inches of finished soil subgrade elevation beneath slab-on-grade and pavements.
Within the top 24 inches of finished soil subgrade elevation beneath slab-on-grade and pavements,
the approved project fill should be compacted to at least 100 percent of the standard Proctor
maximum dry density. Aggregate base course (ABC) stone should be compacted to 100 percent of
standard Proctor maximum dry density. However, for isolated excavations around footing locations
or within utility excavations, a hand tamper will likely be required. We recommend that field density
tests be performed on the fill as it is being placed, at a frequency determined by an experienced
geotechnical engineer,to verify that proper compaction is achieved.
E ° The maximum loose lift thickness depends upon the type of compaction equipment used. Below are
maximum loose lifts that may be placed based on compaction equipment utilized.
_ :> mum ose Lift
Equspment
'
Maxi Lo
Thickness,In!
Large, Self-Propelled Equipment(CAT 815,etc.) 8
Small,Self-Propelled or Remote Controlled(Rammax,etc.) 6
Hand Operated(Plate Tamps,Jumping Jacks,Wacker-Packers) 4
[ We recommend that all fill operations be observed and tested by an engineering technician to
determine if compaction requirements are being met. The testing agency should perform a sufficient
number of tests to confirm that compaction is being achieved. For mass grading operations we
recommend a minimum of one density per 300 cubic yards of fill placed or per 1 foot of fill
thickness, whichever results in more tests. We recommend at least one test per 1 foot thickness of fill
for every 100 linear feet of utility trench backfill.

[ Report of Subsurface Exploration and Engineering Services Mr.Derek Sallie
Summit Corporate Center—Lot 7 The Keith Corporation
Salisbwy,North Carolina August 31,2007
ECS Project No. 08-4794 Page 13
Density tests in the field shall be performed using the Drive Tube Method(ASTM D2937), the Sand
Cone Method (ASTM D1556), or the Nuclear Method (ASTM D2922). If the Nuclear Method is
used, the moisture content determined by the nuclear density equipment shall be verified by
performing one moisture content test per ASTM D2216 for every five nuclear density tests.
When dry, the majority of the site soil should provide adequate subgrade support for fill placement and
construction operations. When wet, the soil may degrade quickly with disturbance from construction
traffic. Good site drainage should be maintained during earthwork operations to prevent ponding water
on exposed subgrades.
Based on the results of our visual classification, the onsite sandy silts and silty sands appear suitable
for use as project fill. However, the near-surface clayey soils are only marginally suitable for use as
project fall. Due to the plasticity characteristics associated with these clayey soils, difficulties will
likely be encountered while attempting to dry these soils to acceptable moisture content prior to their
placement as fill. In addition, these clayey soils are susceptible to inclement weather and with the
introduction of repeated construction traffic can be remolded, resulting in a loss of strength. In
addition to the plasticity characteristics, most of the on-site soils contain appreciable amounts of
mica,which can cause problems with compaction and stability.
While compacting adjacent to below-grade walls, heavy construction equipment should maintain a
horizontal distance of 1(H):1(V). If this minimum distance cannot be maintained, the compaction
equipment should run perpendicular,not parallel to,the long axis of the wall.
Where fill will be placed on existing slopes, we recommend that benches be cut in the existing slope
to accept the new fill. All fill slopes should be overbuilt and then cut back to expose compacted
material on the slope face.
Foundation Construction & Testing: Foundation excavations should be tested to confirm adequate
bearing prior to installation of reinforcing steel or placement of concrete. We recommend testing all
shallow foundations to confirm the presence of foundation materials similar to those assumed in the
design. We recommend the testing consist of hand auger borings with Dynamic Cone Penetrometer
testing performed by an engineer or engineering technician.
If soft or unsuitable materials are encountered, they should be undercut and replaced with properly
compacted fill or lean concrete. If soil or aggregate is used as backfill, the undercut excavation
should be oversized 1-foot horizontally beyond each edge of the footing for every 2 feet of undercut
performed below the design bottom of footing level. Oversizing is not required if lean concrete is
used as backfill for the undercut excavation to design bottom of footing level.
Exposure to the environment may weaken the soils at the footing bearing level if the foundation
excavations remain open for too long a time; therefore, foundation concrete should be placed the
same day that foundations are excavated. If the bearing soils are softened by surface water intrusion
or exposure,the softened soils must be removed from the foundation excavation bottom immediately
prior to placement of concrete. If the excavation must remain open overnight, or if rainfall becomes
imminent while the bearing soils are exposed, a 1-to 3-inch thick "mud mat" of"lean" concrete may
be placed on the bearing surface to protect the bearing soils. The mud mat should not be placed until
the bearing soils have been tested for adequate bearing capacity.

APPENDIX
Figure 1 - Site Location Map
F..
Figure 2 - Boring Location and Seismic Array Diagram
Figure 3 — Soil Boring Profile
Figure 4—Shear Wave Velocity Profile
Reference Notes for Cross Sections
Unified Soil Classification System
Reference Notes for Boring Logs
Test Boring Records
4<e
Laboratory Test Data
ASFE Reference Document

Eta
i b
•
I r 5-47;1004. ASr
k r
I .1
SITE
witet
SCALE (IN FEET)
cr. 400 800
800 0
LEGEND: y�N
N • 6
1S
Source: ' FIGURE 1 ENGINEER SCALE
JRA s Shown
SITE LOCATION MAP DRAFTSMAN PROJECT NO.
DWG 08-4794
www.mapquest.com --- LIP Summit Corporate Center-Lot 7 REVISIONS FIGURE
Corporate Center Drive
SETTING THE Salisbury, North Carolina DATE
8TANrtARrg 08-16-07
FOR SERVICE

=, B46 820
820 ----
B-17
B-15 1
- 11 ML
19 810
810 A_.__._._______.----- � 16 FILL B-18
1 B 9 B-13 7 ML ML 19 1
20 - _,_ 14 - -... 9 _.-
I B 14 ML
12 - - 10 ML 17
_� '� 16 _._._.. I - - 8 29 FILL _ 800 -
^� 800 __ -- 11 FILL_. _ B-11 i9 - 16
-- 8 SM
�= 13 l✓?
I B-6 B 8 13 cH B-10 1 20 7 -8 ML C
to I I--- _ .18 MH B-12 -SM 11 5M it C 11
I B-7 13 1 17 I 24 7 ML 16 5M r Z
Z B 5 _, - ML _
' B 2 _ _- I 20 �. I 14 tl 18- ML - 12 ^- 9 C._._.-8 EOB @20.0' 12 790 p a'
Q 790 I 14 17 P
�F--1 ML 19 19 - EOB Cam'25.0' EL 791.00 c
I 19 19 ML 12 13 c 20 12 5M SM EL_789.00 GNE Q A �Q7
Q _ B 4 - 11 9 ML- C 16 ML 22 - 11 SM 6 5M 8 GNE 18 > A g
w 15 ML I 12 ML - 10 ML ML 6 C 40 _ W r� c o
w 1 B-1 _ B-3 io 16 - - 13 17 - - c EOB @ 25.0' EOB @ 20.0' = w (\
w a 18 _ _ _11 - __ _8. EDB_@ 10.0' _ .- --__ _ 22_ 5M - _ 7 EOB 200 O 6 @ ZOA EL 783.00 EL 783.00 - - 780
w 780 1- ML I 19 C 12 - ML EL 782.00 - ML 42 EL 782.00 EL 778.00 . _ GNE GNE - ( �� g io _ c 8 EOB @ 10.0' -
�.. ML 9 6
'_ _ -. _11 �; FILL9 zi C cH_ _ _6 cH_ EOB @ 10.0'__- ML GNE c EL 779.00 GNE E -
c 15 EOB @25.0 - - GNE _ I
-I 12 " EOB @ 10.0' 13 ML 19 - EL 777.00 EL 776.5. GNE 0
12 EOB @ 20.0' SPT-N VALUES _ -
I ML EL 775.00 17 _ c 23 ML GNE 10 - Y c GNE - EL 774.00- --- -- _ _ __- (TYP.) = 770
7 _c._ ... GNE - EOB @20.0'= 14 _ML - -_ EOB @20.0'- GNEHI .
770 _. 9 22 ML EOB @ 10.0' EL 771.00 EL 771.00
- - EL 770.00 GNE GNE
EOB @ 10.0'__ _.- EOB @_10.0'_ GNE__ _ _._. _ p 15 = r
--� T - J CO
I EL 767.00 EL 767.00 _
1 GNE GNE EOB @ 25.0' 760 ; 0
760 __ EL 763.00 - M Oo: m CC
O
re O « yt
1 1-- 750 0 ° al ?
' 0acoE.750 --I _ moo 0
JV ay
N E U y
(SECTION) `.
ECS REVISIONS
LEGEND
® TOPSOIL DEPTH I. ASPHALT DEPTH n A• BC STONE MSL = MEAN SEA LEVEL
;a? GP (POORLY GRADED GRAVEL) 5f<Y. GW (WELL GRADED GRAVEL) 0,;, GM (SILTY GRAVEL) FFE = FINISHED FLOOR ELEVATION
SP (POORLY GRADED SAND) SW (WELL GRADED SAND) ih_.L� G• C (CLAYEY GRAVEL) GNE = GROUNDWATER NOT ENCOUNTERED
IIIIIII ML (LOW PLASTICITY SILT) ® MH (HIGH PLASTICITY SILT) IIIIIII SM (SILTY SAND) EOB = END OF BORING ENGINEER DRAFTN
JRA DWG
01 CL (LOW PLASTICITY CLAY) ® CH (HIGH PLASTICITY CLAY) WO SC (CLAYEY SAND) AR = AUGER REFUSAL
SCALE
OL (LOW PLASTICITY ORGANICS) r...... OH (HIGH PLASTICITY ORGANICS) n A• LLV (ALLUVIAL SOIL) = CAVE-IN DEPTH 1"=16'
1:.E1 FILL/POSSIBLE FILL M PWR(PARTIALLY WEATHERED ROCK)RE ROCK PROJECT NO.
08.4794
2WD GROUNDWATER WHILE DRILLING N BR BEFORE AUGER REMOVAL Y AR AFTER AUGER REMOVAL SZ 24 GROUNDWATER AFTER 24 HOUR
FIGURE
3
DATE 08-16-07

1 1 ' u pee\ Y /l' / ' / / \ ` \ 1` 1
\ I1 IV // 7/ 0 /'� / \\ , '\\ I \III
I 1 1 I �� / I 14 1 \I
/ 1 rise-- ' is% zi i / � � 11 1 I v
/ / /i/ \���s�< / I \ 1 I I 11,1
t,/
/ / /// -///-% r \ \ \ \._ 4, y 4.11.****44%. 1 //11
P// / ///// i 7 \
iv —/
/ 1 ;/k/ 7°////"..- ZIIIIIIIIIIII I�IIIIINI111. 1 � ; —� / �-r
/
k ,) /ter ))/ = a ��I I I I I I I a-2�tt C = - - _ _ / / '.
/// / � 1 I \ I v I I I I I Iyh� iv I I I I I I I I „ / \!\ 1
//r/ / r \ I B- \ B-' � I
I, / I / . _ .-- _ I k \ ,
A.
/ /
/ — —
I \ III I \1 \
�� B 8
// B 11 — // / % ' --- '\ \ `�I I \\\ \
/ / \ \ \\ �� \ \ /\.— �
.2 // / 1 B / _ \ \ \ II 111�/\��,1_ /
/ / / B N N 1 \ I /---
/
/ i ( 1 \ C\ IN- \ \ \ \—* — — —
/ ! B-17 'N N \ \ 1 '. —
/ / 1 1 \ I 1 \ I c\ 111 /
/
/ I B-i6 \ \ \ \\
2 B-i8
/ - J \ \ \ 111 I
I / I \ \ \\ \
/ I / I \ \ 11 J
\ I I I SCALE (IN FEET)
I 80 160
\\\ 1 I 1\ .666
� �� /,, \ 160 0
LEGEND: N
=',; =Approximate Location of Borings rAO- E
''=" ‘="' =Seismic ReMi Array
s
Source: ____. FIGURE 2 ENGINEER SCALE
JRA As Shown
DRAFTSMAN PROJECT NO.
'�~ BORING LOCATION and
Cole Jenest&Stone DWG 09-4794
' L�ELP SEISMIC ARRAY DIAGRAM REVISIONS FIGURE
i 1 Summit Corporate Center-Lot 7
`IA' � 2
SETTINGGI THE Corporate Center Drive DATE HE
FOR SERVICE
RU Salisbury, North Carolina - 08-16-07
FOR SERVICE

Summit Corporate Center Lot 7, 8m spacing: Vs Profile
0 1000 2000 3000
0
-10
-20 - Vs100' = 1017 ft/s
-30
-40
-50 --
_
-60 --
-70
-80 - -
-90 -
-100
Shear-Wave Velocity,ft/s
FIGURE 4
SHEAR WAVE VELOCITY PROFILE
ARRAY 1 Summit Corporate Center Lot 7
GEOPHONE SPACING=8 meter ` *`
[LIP Salisbury,NORTH CAROLINA
I 1
Cam G3 IDL UG:!1,
ECS Project 08-4794

E
i
1
SOIL CLASSIFICATION LEGEND
FILL-nu,(POSSIBLEIPROBABLE) •• SM-SILTY SAND \� CH-HIGH PLASTICITY CLAY
1.'. '� OF ALL TYPES.
::~ �j \\��
g�° GW V. GRADED GRAVEL ? ] SP-POORLY GRADED SAND """"' OH-HIGH PLASTICITY ORGANIC
e: ,. ••• 11 SILTS AND CLAYS
•wail x
GM-SILTY GRAVEL Y`` ' SC-CLAYEY SAND OLLOW AND CLAYS
T CITY ORGANIC
1 :ELM"0000a
'oai;ep GP-POORLY GRADED GRAVEL i ML-LOW PLASTICITY SILT PWRPARTIALLY WEATHERED
GC-CLAYEY GRAVEL 11111 MH-HIGH PLASTICITY SILT r ^
r PT-PEAT
;4 SW-WELL GRADED SAND \ CL-LOW PLASTICITY CLAY CULTIVAT£DORDISTURBED
am;L
r . RESIDUAL SOIL
BORING DESIGNATION Notes
• Existing grade elevations are
estimated from furnished topographic
EXISTING GRADE—a (Projected) plans unless otherwise noted.
• Thickness of topsoil,asphalt or
other surface coverings are not typically
STANDARD ` shown on cross sections.
PENETRATION---* 20 ` CH • Depth of stratigraphic changes are
approximate and may be gradational
RESISTANCE or complex.
(N—Value)
= ML • Projected borings are located
i. E distant to the cross section_
STABILIZED 13.17 = • Horizontal distances between
f GROUNDWATER SP borings shown on cross sections
are not to scale unless otherwise
50 BLOWS PER-0-50/4" noted.
• Occasionally significant changes in
4 INCHES PWR soil density occur within a 6-inch
WILN
MN
increment. These are identified on
END OF BORING--►EOB the boring logs and are indicated
on cross sections with an asterisk(*).
AUGER REFUSAL--► AR • A(-All)following the Unified Soil
CORING TERMINATED_0 CT Classification symbol indicates an alluvial
origin(water-deposited sediment).
TYPICAL BORING GRAPHIC
1
i
1
i 8702 RED OAK BOULEVARD
SUITE A REFERENCE NOTES
CHARLOTTE, NC 26217 FOR CROSS SECTIONS
704/525-5152
ECS171-1-13
FAX/525-717B
CAROL'HAS

Major Divisions g m°bo s Typical Names Laboratory Classification Criteria
y Well graded gravels,gravel- C„=D60/D10 greater than 4
-. i > GW sand mixtures,little or no fines C�(Dao)2/(D10 x D60)between 1 and 3
N a V
'„ `� i; C ...
d'vi
> Inv o = GP Poorly graded gravels,gavel- ?N .. Not meeting all gradation requirements for GW
,5.; y g 't3 U sand mixtures,little or no fines d o
y � S � v Nz
y 4]
t] tt Q 0
g
tr•— � F.
d w d Silty Gravels,gravel-sand-silt oa o v) v'g Atterberglimits
Z GM' mixtures o e -a,
below"A"
line o r P.I. Above"A"line with P.I.
[ a -a 3to ^ u ,y c v, C between 4 and 7 are
en �, ;, �d�..1� a;U borderline cases requiring
o 4 " R > > M� C7 r7 C Atterberg limits 4 g
cep . 8 i , GC CIayey Gravels,gravel-sand- ,•2 3 above"A"line with use of dual symbols
. ,- clay mixtures c , 0 C' E P.I.greater than 7
E R i. U
t•t - -C G /r�
8 Well-graded sands,gravelly y a •g o ,, .1-1.,� C„=D6o/D10 greater than 6
y, 2 = to = SW t.+. 0 t' 2
at o ; -a ,, sands,little or no fines o._.0 t„ Cc(D3o) /(Dt0 x D60)between I and 3
{� 0 C ' rn o - mo --• o
• 4: 0 q �• w v N• y W
w •� Poorly graded sands,gravelly a o
o T U . SP t_ rJ °' ,a n •o Not meeting all gradation requirements for SW
-8 8 �• v sands,little or no fines a, .. o
[ �
F2 .0 d �, v, Atterberg limits Limits plottingin hatched
SIvi" Silty sands,sand-silt mixtures below"A"line or P.L zone with P.I.between 4
a rg less than 4
.gt En U 4.o and 7 are borderline cases
`� • a � w 8Atterberg limits requiring use of dual
E ;Arn SC Clayey sands,sand-clay A above"A"line with symbols
mixtures P.I.greater than 7
r - Inorganic silts and very fine sands,
p rock flour,silty or clayey fine 60 i t t t a t t t i t t t i i i 'l t t JIIJ t .t t t y t t t t t t t t t c
k€ �,�, MI' sands,or clayey silts with slight - / ,you
O CSiv plasticity �� / -
# o -at . o Inorganic clays of low to medium 50- /� �^,�s
ca "' CL plasticity,gravelly clays,sandy _ �+' 40 -
z • - clays,silty clays,lean clays - b/ ,r \` -
En ♦y O .mac-
g a' Organic silts and organic silty 40- ti/ o° -
OL clays of low plasticity = v`% G� `� -
,J/ J
o = a
rn to Inorganic silts,micaceous or „ 30 / -
• P a MH diatomaceous fine sandy or silty
i • �_ h = soils,elastic silts A - / O` M H or OH
5- .� m a 20 voc
°' ' U Inorganic clays of high plasticity, - L
w G a c'n CH fat clays - //
d o y l0- /
'+-` t ;-a 7 -- -
- OH Organic clays of medium to high 4 - Velar ML it OL
gcr plasticity,organic silts o t t t t%t t t t- t t t f t t t t t t t t._1 t t_t _1_t t t III t t t t tilt
w :.-1 0 10. 20 30 40 50 60 70 80 90 100
1 Liquid limit,w1,
o ›,
in
a :-A
�oho o Pt Peat and other highly organic soils Reference:Winterkorn&Fang, 1975(ASTM D-2487)
x
'Division of GM and SM groups into subdivision of d and u are for road and airfields only. Subdivision is based on Atierberg limits;suffix d used
when L.L.is 28 or less and the P.I.is 6 or Iess;the suffix u is used when L.L.is greater that 28.
1'Borderline classifications,used for soils possessing characteristics of two groups,are designated by combinations of group symbols. For example:
GW-GC,well-graded gravel-sand mixture with clay binder.
l 1 8702 RED OAK BOULEVARD
SUITE A }�7��
C CHARLOS152TTE,NC 28217 UNIFIED E Ii`IE� SOIL
LTD FAX/525-717852 CLASSIFICATION SYSTEM
t _ t
t 1
1

REFERENCE NOTES FOR BORING LOGS
I. Drilling and Sampling Symbols:
SS: Split Spoon Sampler CME: Central Mining Equipment
ST: Shelby Tube Sampler RB: Rock Bit Drilling
RC: Rock Core;NX,BX,AX BS: Bulk Sample of Cuttings
NQ: Rock Core,2-1/16"Diameter PA: Power Auger(no sample)
PM: Pressuremeter HSA: Hollow Stem Auger
DC: Dutch Cone Penetrometer WS: Wash Sample
REC: Recovery of Core Run(%) RQD: Rock Quality of Core Run
Standard Penetration (Blows/Ft)refers to the blows per foot of a 140 lb. hammer falling 30 inches on a 2
inch O.D. split spoon sample, as specified in ASTM D-1586. The blow count is commonly referred to as
the N value. Autohammer refers to an automatic hammer as opposed to the manual "Cathead" and rope
type. Core drilling meets ASTM D-2113.
II. Correlation of Penetration Resistances to Soil Properties:
Relative Density of Cohesionless Soils Consistency of Cohesive Soils
SPT-N Relative Density SPT-N Consistency
0-4 Very Loose 0- 1 Very Soft
5- 10 Loose 2-4 Soft
11 -30 Medium Dense 5-8 Firm
31 -50 Dense 9- 15 Stiff
51 or more Very Dense 16-30 Very Stiff
31 -50 Hard
50 or more Very Hard
III. Unified Soil Classification Symbols:
_.. GP: Poorly Graded Gravel ML: Low Plasticity Silts
GW: Well Graded Gravel MH: High Plasticity Silts
GM: Silty Gravel CL: Low Plasticity Clays
GC: Clayey Gravel CH: High Plasticity Clays
SP: Poorly Graded Sands OL: Low Plasticity Organics
SW: Well Graded Sands OH: High Plasticity Organics
SM: Silty Sands CL-ML: Dual Classification(Typical)
SC: Clayey Sands
IV. Water Level Measurement Symbols:
WL: Water Level BCR: Before Casing Removal
WS: While Sampling ACR: After Casing Removal
WD: While Drilling WCI: Wet Cave In
DCI: Dry Cave In
The water levels are those water levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when auguring,without adding fluids, in a granular soil.
In clays and plastic silts,the accurate determination of water levels may require several days for the water
level to stabilize. In such cases,additional methods of measurement are generally applied.
The elevations indicated on the boring logs should be considered approximate and were not determined
using accepted surveying techniques.

CLIENT JOB # BORING # SHEET
The Keith Corporation 08-4794 B-1 1 OF 1 massi
PROJECT NAME ARCHITECT-ENGINEER LLP
Summit Corporate Center - Tract 7 CAROLI[VAS
SITE LOCATION -0- CALIBRATED PENETROMETER
TONS/FTSalisbury, North Carolina 1 2 3 4 5+
I I I E I
PLASTIC WATER LIQUID
LIMIT % CONTENT LIMIT 7.
X-- --- L
z DESCRIPTION OF MATERIAL ENGLISH UNITS w v ROCK QUALITY DESIGNATION & RECOVERY
d >-: ::, z RUM— — -- REC.%
F z F- - BOTTOM OF CASING LOSS OF CIRCULATION 100Y. a O
E- 0 Y a 20%40%-60%-80%100%
a.o °- - C" O SURFACE ELEVATION F. a ® STANDARD PENETRATION
< -4 . z 777.0 BLOWS/FT_
0 10 20 30 40 50+
- Topsoil Depth 3" /-•_
1 SS 18 16 \POSSIBLE FILL — Stiff, Tannish / `.,,: 775 11 (5-4-7)
Orange, Sandy SILT, Moist, _
(FILL) /
_ 2 SS 18 16 RESIDUAL - Stiff to Firm, - 12 (3-5-7)
5 _ Reddish Orange, Sandy SILT, _
Moist, (ML) _—
- 3 SS 18 16 —770 7 (3-4-3)
_ 4 SS 18 18 - 9 (3-4-5)
10 _ _
_ END OF BORING @ 10.0' —
=- 765
-
15
760
20— -
- —- 755
l _ _
25 _
—
I - —750
30 - — — — "
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
OWL GNE WS OR ® BORING STARTED 08-21 ---07
1 WL(BCR) YWL{ACR) BORING COMPLETED 08-21 -07 CAVE IN DEPTH a 7.2'
VWL RIG ATV550 FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER S
a
s

CLIENT JOB # BORING # SHEET
The Keith Corporation 08-4794 B-2 1 OF 1 ammillS:
PROJECT NAME ARCHITECT-ENGINEER LLP
Summit Corporate Center - Tract 7 0 AIR CDLII'4AS
SITE LOCATION -0- CALIBRATED PENETROMETER
TONS/FT. 2
Salisbury, North Carolina 1 2 3 4 5+
S I I I I
PLASTIC WATER LIQUID
LIMIT 7. CONTENT S LIMIT 7.
X-- -- A
"2 DESCRIPTION OF MATERIAL ENGLISH UNITS
ROCK QUALITY DESIGNATION & RECOVERY
ra z z ROD%-- .... .... REC.%
F z F a BOTTOM OF CASING LOSS OF CIRCULATION 1100%>- a o
a a F 20%40%-60%80%100%
w w w r; ¢
Q a ate, o' o SURFACE ELEVATION a a 0) STANDARD PENETRATION
' d d 785.0 w BLOWS/FT.
10 20 30 40 50+
0
- Topsoil Depth 3" / `_
t
1 SS 18 16 RESIDUAL — Stiff, Reddish — 15 {4-7-8)
Orange, Clayey SILT, Moist, —
6..,., (ML)
—
2 SS 18 18 / — ►�418 (5-B-I0)
L — Stiff, Reddish Orange, Sandy —
5 _ SILT, Moist, (ML} / —780 16%
— 3 SS 18 18 Stiff, Brownish Orange, Sandy — ►14 1O (3-5-5)
f _ SILT, Moist, (ML) _
_ 4 SS 18 18 _ 0 9 (3-4-5)
10 _ 775
END OF BORING @ 10.0' —
15 —- 770
i
i _ -
I_ _
20-- —- 765
_
_
25— —760
00-- - - - ---- - -
I
I
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
7 WL G N E WS OR ® BORING STARTED 0 8-2 1 -07 ^
®_WL(BCR) rWL(ACR) BORING COMPLETED 08-21 -07 CAVE IN DEPTH ® 7.0'
co
7WL RIG ATV550 FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER
a

1
{
CLIENT JOB # BORING # SHEET
3 The Keith Corporation 08-4794 B-3 1 of 1 Mil1111.1211 PROJECT NAME ARCHITECT-ENGINEER LLP
Summit Corporate Center — Tract 7 CAROLIN]AS
SITE LOCATION -0- CALIBRATED PENETROMETER
TONS/FT. 2
lSalisbury, North Carolina 1 2 3 4 5�+
PLASTIC WATER LIQUID
LIMIT 7 CONTENT % LIMIT 7.
X-- ---
z z DESCRIPTION OF MATERIAL ENGLISH UNITS ROCK QUALITY DESIGNATION & RECOVERY
'm z RQD%— — — REC.%
S z i~ .8 >. BOTTOM OF CASING LOSS OF CIRCULATION 100X .a o
d a 20%40%-60%-80%-100%
n ra Ia m L4 C cy
a a o- a o SURFACE ELEVATION 777.0 w 0 STANDARD PENETRATION
m - BLOWS/FT.
co 10 20 30 40 50+
a
- Topsoil Depth 3" /- — — _ —
21% 58%
I - 1 SS 18 18 ALLUVIAL - Very Stiff, Greenish `\-775 C4 21 (6-ID-ii)
Gray, Silty CLAY, Moist, (CR) 0 21%.
i
I_ _ RESIDUAL - Stiff, Brown, Sandy —
- 2 SS 18 18 SILT, Moist, (ML) - � 13 (3-6-6)
5
Stiff, Orangish Brown, Sandy
I - 3 SS 18 18 SILT, Moist, (ML) —770 ►�� 17 (6-8-9)
i -
r 10
4 SS 18 18 _
-
►*�22 (9-10-I2)
END OF BORING @ 10.0'- _—
- 765
i 15
I -
-760
I_. _ _
t —
20— —
—755
_25 _'
—750
-30 - - - - - —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
-7-WI' GNE WS OR ® BORING STARTED 08-21 —07
®WL(BCR) OWL(ACR) BORING COMPLETED 0 8—21 —0 7 CAVE IN DEPTH @ 6.1' N
O WL RIG ATV55O FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER a

CLIENT JOB # BORING # SHEET
The Keith Corporation 08-4794 B-4 1 of 1 n
ilimi
PROJECT NAME ARCHITECT-ENGINEER V LLP
Summit Corporate Center - Tract 7 C.o.iFt.c,L.nvsas
SITE LOCATION -0- CALIBRATED PENETROMETER
z
Salisbury, North Carolina I 2 TONs3FT. 4 5+
I I 1 1 I
PLASTIC WATER LIQUID
LIMIT 7. CONTENT % LIMIT 7.
_ X-- - 6
z DESCRIPTION OF MATERIAL ENGLISH UNITS �'
-, ROCK QUALITY DESIGNATION & RECOVERY
w z w
z ROD%— — — REC.%
= z i - >. BOTTOM OF CASING LOSS OF CIRCULATION 100% a o
a E• 20%-40%-60%80%-100%
C. w W m w
a M. M' M c0i SURFACE ELEVATION a ® STANDARD PENETRATION
< m 7 8 0,Q w BLOWS/FT.
10 20 3D 40 50+
0
- \Topsoil Depth 3"
I - 1 SS 18 18 ALLUVIAL - Very Stiff to Firm, \\' _ ►D 19 (7-9-1o)
Greenish Gray, Silty CLAY,
Moist, (CH)
l _ 2 SS 18 18 ►�� 6 (3-3-3)
5 - 775
r RESIDUAL - Very Stiff, Orangish —
I - 3 SS 18 18 Brown, Sandy SILT, Moist, (MO _ ►�� 19 (7-9-10)
F 4 SS 18 18 = : ►�123 (6-12-12)
10 _ 77Q
END OF BORING © 10.0' —
i . —
I —
l ' 15— —- 765
i _
20— —- 760
i _
-25 —755
—
I
t
P -
I , 30 - - - - - - -
1
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
7WL GNE WS OR ©D BORING STARTED 08--21 -07 ^
a
®WL(BCR) 1rWL(ACR) BORING COMPLETED 08-21 -07 CAVE IN DEPTH ® 5_g'
OWL RIG ATV550 FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER E
a
E

CLIENT JOB # BORING # SHEET
The Keith Corporation 08-4794 B-5 1 OF 1
ill
PROJECT NAME ARCHITECT-ENGINEER LLP
mumenommaimmi
Summit Corporate Center - Tract 7 c...Fro1_1NI. .S
SITE LOCATION -0- CALIBRATED PENETROMETER
TONS/FT- 2
I Salisbury, North Carolina I 3 3 4 5+
I
PLASTIC WATER LIQUID
I LIMIT X. CONTENT % LIMIT 7.
X-- A
2 DESCRIPTION OF MATERIAL ENGLISH UNITS
s L., z w ROCK QUALITY DESIGNATION & RECOVERY
z i✓ - r BOTTOM OF CASING LOSS OF CIRCULATION (100%}- a o ROD%� -- 6 REC.%
r F a a E. 20%40%-60%-80%-100%
0.
�'• a o SURFACE ELEVATION e w ® STANDARD PENETRATION
< < m c 787.0 al BLOWS/FT.
10 20 30 40 50+
1 - \Topsoil Depth 3" / _
1 SS 18 18 RESIDUAL — Very Stiff to Firm, / —785 ►) 19 (7_9-10)
Brownish Orange, Sandy SILT, —
Maist, (ML) -
_ _ 2 SS 18 18 _ 12 (3-3-7)
5 ° -
- - 14%
3 SS 18 18 —
780 ►�� 11 (3-5-6)
_ 4 SS 18 18 - ►�1 8 (3-4-4)
1_ 10 _—
END OF BORING @ 10.0' —
775
i -
- —770
20 s�s —
765
25— —
I _ — —760
30- - - - -_ - —
i
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
OWL GNE INS OR a BORING STARTED 0821 -07
- o
V.WL(BCR) OWL(ACR) BORING COMPLETED 0 8-2 1 _O7 CAVE IN DEPTH @ 6.I'
0
OWL RIG ATV550 FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER
3

CLIENT JOB # BORING # SHEET
The Keith Corporation 08-4794 B-6 1 OF 1 El:Sal=
E PROJECT NAME ARCHITECT-ENGINEER LLP
i
Summit Corporate Center - Tract 7 ,CAROLINAS
1 SITE LOCATION —0— CALIBRATEDTONS/FTPENETROMETER
Salisbury, North Carolina 1 2 3 4 5+
I I I I 1
PLASTIC WATER LIQUID
LIMIT 7. CONTENT % LIMIT 7.
z DESCRIPTION OF MATERIAL ENGLISH UNITS v) F
2w ��, ROCK QUALITY DESIGNATION & RECOVERY
z ROD%— — — REC.%
E.
z N i? ix BOTTOM OF CASING LOSS OF CIRCULATION N 20%40%-60%-80%100%
o a a ' x a
a. 0 SURFACE ELEVATION F w ® STANDARD PENETRATION
8 791 .0 BLOWS/FT.
10 20 30 40 50+
0 �hv
1 — 1 Topsoil Depth 3" / -
-790
— 1 SS 18 18 RESIDUAL — Very Stiff to Stiff, _ Ci 20 (7 8-12)
Brownish Orange, Sandy SILT, —
Moist, (ML) _
2 SS 18 18 _ ►) 19 (5-s-I1)
5 —
—785 •
—
i3 SS 18 18 ►) 11 (4-5-6)
Stiff to Firm, Orangish Brown, —
_ 4 SS 18 18 Sandy SILT, Moist, (ML) ►4 10 (3-5-5)
10 ---
—780
- 5 SS 18 18 _ ►� 8 (3-4-4)
E 155 —
_ —775
_ 6 Ss 18 18 _ 1:4 10 (3-4-6)
20
— END OF BORING @ 20.0' - 770
a
25_
765
•
# —
i. : 30 - - - - - —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
-7-WI' GNE WS OR ©D BORING STARTED 08-21 -07
®WL(BCR) .WL(ACR) BORING COMPLETED 0 8-2 1 -0 7 CAVE IN DEPTH @ 1 6.1'
2WL RIG ATV550 FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER F

1
f
[ CLIENT JOB # BORING # SHEET milmmummEmmommom
The Keith Corporation 08-4794 B-7 1 OF 1 Eillimillimm
PROJECT NAME ARCHITECT-ENGINEER LLP
Summit Corporate Center - Tract 7 cAROLInIAS
1 SITE LOCATION -0- CALIBRATEDOI PENETROMETER
2
Salisbury, North Carolina 1 2 3 4 5+
I 1 1 I I
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT S
x-- Oa A
.R. DESC RIP TION OF MATERIAL ENGLISH UNITS rn e=
E ca �- y^ m ROCK QUALITY DESIGNATION & RECOVERY
r w z ROD%— — — REC.%
ET. z e- a. BOTTOM OF CASING LOSS OF CIRCULATION 1100%>- ._1 2D%-40%-60%—BO%---I00%
a m ca w a
a n, a a O SURFACE ELEVATION a ® STANDARD PENETRATION
a m a. a 788.0 < r� BLOWS/FT.
10 20 30 40 50+
0 — 1 Topsoil Depth 3" /r_
i — 1 SS 18 18 \RESIDUAL — Stiff, Brownish / — ►��12 (5-5-7)
Gray, Sandy SILT, Moist, (ML) -
-785
€ —
— 2 SS 18 18 — ►*0 9 (3-4-5)
5 —
Very Stiff to Stiff, Orangish —
3 SS 18 18 Brown, Sandy SILT, Moist, (ML) r ►-) 16 (5-7-9)
_
— —780
— 4 S S 18 18 = ►�1 12 (5-7-5)
L -10 -
14
_ Stiff, Brown, Sandy SILT, _ •
Moist, (ML) —775
— 5 SS 18 18 _ 15 (3-7-8)
` 15 — .
r
r - -
i - *.-770
_ 6 SS 18 18 _ ►�� 14 (3-6-8)
20 _ _
J -
- —765
_ 7 SS 18 18 ►-115 (5.7-8)
25 _ _
1 END OF BORING @ 25.0' —
—760
I 00 I
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
J 7 WL 2 4.0' WS OR ©D BORING STARTED 0 8-2 1 -0 7 0
- o
1 y WL(BCR) 117WL(ACR) 1 8.0' BORING COMPLETED 0 8-2 1 -0 7 CAVE IN DEPTH ® 1 7.8'
OWL RIG ATV550 FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER 1
II l
k

CLIENT JOB # BORING # SHEET smaisimmemmomoss
The Keith Corporation 08-4794 B-8 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER LLP
Summit Corporate Center — Tract 7 Ca,=e.QLP IAs
SITE LOCATION -0-- CALIBRATED PENETROMETER
TONS/FT. 2
Salisbury, North Carolina 1 2 3 4 5�+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT 7.
' X-- - A
z DESCRIPTION OF MATERIAL ENGLISH UNITS a ROCK QUALITY DESIGNATION & RECOVERY
z
a F z RQO%— — — REC.%
z o z BOTTOM OF CASING LOSS OF CIRCULATION 11ODY.} a 2 20%40%-60%80%100%
tit .-7] ..-1C-a W W
c a a D. 0 SURFACE ELEVATION a ® STANDARD PENETRATION
a a `2 w 792.0 r r� BLOWS/FT.
m m v' x 10 20 30 40 50+
0 /�
— _Topsoil Depth 3" /
— 1 SS 18 18 RESIDUAL — Stiff, Brownish _790 14 (7-8-6)
Orange, Sandy SILT, Moist, (ML) —
I —
s _ 2 SS 18 18 _
5 14: (4-5-a)
i —
— r
E —
# 3 SE 18 18 785 13 (4-7-6)
Stiff, Brown, Sandy SILT, —
( _ _ 4 SS 18 18 Moist, (ML) — 10 (3-5-5)
I ., 10
_ END OF BORING © 10.0' —
_
—780
15
__
—775
20—_ 770
25— —
765
—
30 - - - - - —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
VWL GNE WS OR laBORING STARTED 08-21 —07
o
®WL(BCR) V WL(ACR) BORING COMPLETED 0 8—2 1 —0 7 CAVE IN DEPTH ® 6.8'
2WL RIG ATV55O FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER E
F,

CLIENT JOB # BORING # SHEET
The Keith Corporation _ 08-4794 8-9 1 OF 1
=LSPROJECT NAME ARCHITECT-ENGINEER LLP
Summit Corporate Center - Tract 7 mmommiamomm
..T.Rod_ir4...s_
SITE LOCATION -0- CALIBRATED PENETROMETER
2
Salisbury, North Carolina 1 2 TONSiFT. 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT 9. LIMIT 7.
z 2 DESCRIPTION OF MATERIAL ENGLISH UNITS
-- ROCK QUALITY DESIGNATION & RECOVERY
RQD%- - - REC.%
F z F d a BOTTOM OF CASING LOSS OF CIRCULATION 1100Y.>-- a 20%-40%-60%—80%100%
. " w .a ..a m w w
a a. 0 SURFACE ELEVATION a .wa ® STANDARD PENETRATION
e Cl) < z 801 .o w BLOWS/FT.
tn 10 20 30 40 50+
0
- Topsoil Depth 3"
—800
1 SS 18 18 FILL - Medium Dense, Gray, ,.;' _ ►:4 11 (4-5-6)
Silty SAND, Moist, (FILL)
i
— ALLUVIAL - Stiff, Gray, Silty ®23%
5 -, 2 SS 18 18 CLAY, Moist, (CH) \ .� 13 (5-6-7)
18% 50%
RESIDUAL - Stiff, Grayish —795 ®22%
3 SS 18 18 Brown, Clayey SILT, Moist, (MO _ ►418 (6- -IQ
- jF - - - - _/
Very Stiff to Firm, Tannish - 20% 46%
— 4 SS 18 18 Brown, Sandy SILT, Moist, (MO _ ►�413 (5-6-7)
10
_ - 79a
5 SS 18 18 ►e4 20 (7-9-11)
15 — III
—785 33%
6 SS 18 18 w 13 (5-6-7)
20
-780
_ 7 SS 18 18 ►*4 9 (3-4-5)
25 _ _
- END OF BORING © 25.0' _-775
—
30 -
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
2 WL G N E WS OR ® BORING STARTED 0 8-2 1 -0 7 vg
®WL(BCR) !WL(ACR) BORING COMPLETED 0 8-2 1 _07 CAVE IN DEPTH ® 17.0'
12WL RIG ATV550 FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER E
4
I

CLIENT JOB # BORING # SHEET memmemommmmmmm
The Keith Corporation 08-4794 B-10 1 OF 1
SIS
PROJECT NAME ARCHITECT-ENGINEER LLP
Summit Corporate Center - Tract 7 CAF20LiT1AS
SITE LOCATION CALIBRATED PENETROMETER
TONS/FT, 2
Salisbury, North Carolina { a 3 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT S
z DESCRIPTION OF MATERIAL ENGLISH UNITS rn I: X-- - A
E m -- z ROCK QUALITY DESIGNATION & RECOVERY
o ° F CO z ROD%— — — REC.%
z F o iz BOTTOM OF CASING LOSS OF CIRCULATION 1100Y} a 20%-40%-60%-80%—I00%
w w m to x a
0 o''. 0- a o SURFACE ELEVATION a Da ® STANDARD PENETRATION
4 ¢ -4 w 791 .0 = 0 BLOWS/FT.
r r C m 10 20 30 40 50+
- - Topsoil Depth 3" / -
-790
- 1 SS 18 18 RESIDUAL - Stiff to Very Stiff, _ 11 (6-5-6)
Tannish Orange, Sandy SILT, -
r Moist, (ML) _
_ 2 SS 18 18 _ 12 (4-5-7)
5
- 785
J 3 SS 18 18 = ►) 16 (4-6-10)
_ 4 SS 18 18 _ ►�4 17 (s-7.1o)
I., 1.0 _
—780
_ Firm to Stiff, Orangish Brown, _
Sandy SILT, Moist, (ML) —
5 SS 18 18 _ ►� 6 (4-3-3)
15 _
_..., —775 -
-
- 6 SS 18 18 _ 12 (3-5-7)
20 -
END OF BORING @ 20.0' —- 770
25— __
_ _ 765
30 - - - - - -
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
o WL G N E WS OR ® BORING STARTED 0 8-2 1 -0 7
®WL(BCR) .7WL(ACR) BORING COMPLETED 0 8-2 1 -07 CAVE IN DEPTH ® 1 6.8' e
QWL RIG ATV550 FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER E

i
CLIENT JOB # BORING # SHEET mummilmommemmomm
1 The Keith Corporation 08-4794 B-11 1 OF 1 Miniii
PROJECT NAME ARCHITECT--ENGINEER LLP
Summit Corporate Center - Tract 7 c....Exol_INIAL
SITE LOCATION -0- CALIBRATED PENETROMETER
TONS/FT. 2
Salisbury, North Carolina 2 3 4 5+
PLASTIC WATER LIQUID
I LIMIT % CONTENT % LIMIT %
X-- -- A
z DESCRIPTION OF MATERIAL ENGLISH UNITS ROCK QUALITY DESIGNATION & RECOVERY
° ' z RQD%-- -- -- REC.%
z i m ›- BOTTOM OF CASING LOSS OF CIRCULATION 1100%>- a o
F.. a x E- 20%-40%-60% 80%100%
c °" °' a o SURFACE ELEVATION F. a ® STANDARD PENETRATION
a ¢ c E4 7 9 4.0 w BLOWS/FT.
Enta °' x 10 20 30 40 50+
0
= 1 Topsoil Depth 3"
1 SS 18 18 \RESIDUAL — Very Stiff, Brown — 17 (4-7--1o)
and White, Sandy SILT, Moist, -
- (ML) _
2 SS 18 18 — 790 ►�� 18 (5-8-10
5 —
_ 3 SS 18 18 _ . 0 19 (8-9-10)
Medium Dense to Dense, Pinkish —
Ti 4 SS 18 18 Brown, Silty SAND, Moist, (SM) : — 785 ►�422 (11-9-13)
_ 10-
r _ 5 SS 18 18 _780 ►�0 22 (4-9-13)
15 —
L
S —
u <
_ 6 SS 18 18 _775 (18-19-23)1�042
20 _,
- END OF BORING @ 20.0' —
L
-770
25 —
r - _
_-765
30 —
I
E
t
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
J 2 WL G N E WS OR ® BORING STARTED 0 8-2 1 -0 7
1 7 WL(BCR) OWL(ACR) BORING COMPLETED 0 8-2 1 -0 7 CAVE IN DEPTH
.
P.
Tyr', RIG ATV55O FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER 1
1 }

CLIENT JOB # BORING # SHEET iiimi
The Keith Corporation 08-4794 B-12 1 °F I mmERS;
PROJECT NAME ARCHITECT—ENGINEER
LLP
Summit Corporate Center — Tract 7 CgROL-11'4"S
SITE LOCATION -0- CALIBRATED PENETROMETER
TONS/FT. 2
Salisbury, North Carolina 1 2 3 4 5+
f I I I I I
PLASTIC WATER LIQUID
LIMIT 7. CONTENT % LIMIT 7.
x-- --- o
l z DESCRIPTION OF MATERIAL ENGLISH UNITS v, F
i - -- z -� ROCK QUALITY DESIGNATION & RECOVERY
w w
x RQD%— — — REC.%
z c BOTTOM OF CASING LOSS OF CIRCULATION 1Iaox} a o 20%401-60%-84%100%
i E-
a.
w ca w w x <
A n. n, a`'. o SURFACE ELEVATION F w ® STANDARD PENETRATION
.4 .4 .4 w 7 8 9.0 m BLOWS/FT.
10 20 30 40 50+
Topsoil Depth 3" /
1 SS 18 18 RESIDUAL — Medium Dense, Gray, ►:119 (7-9-10)
Silty SAND, Moist, (SM) —
t
Medium Dense to Loose, Orangish —785
2 SS 18 18 Brown, Silty SAND, Moist, (SM) — ►4 11 (3-5-6)
5
I — 3 SS 18 18 _ ►�� 6 (5-3-3)
s _ 4 SS 18 18 —- 780 � .7 (2-3-4)
_ 10
END OF BORING @ 10.0' —
i
__ —775
15— —
— —- 770
20— —
_ _- 765
25 —
u —
—760
30- - - - - - —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
o WL G N E WS OR 0 BORING STARTED 0 8—2 1 —0 7
a
®WL(BCR) 7WL(ACR) BORING COMPLETED 0 8—2 1 —0 7 CAVE IN DEPTH ® 7.0'
a
V.WI. RIG ATV550 FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER

CLIENT JOB # BORING # SHEET
The Keith Corporation 08-4794 B-13 1 OF 1
USIIIS:
PROJECT NAME ARCHITECT-ENGINEER LLP
Summit Corporate Center - Tract 7 c.atROLINAS
SITE LOCATION -0- CALIBRATED
PE NET 2OMETER
Salisbury, North Carolina I 2 3 4 5+
PLASTIC WATER LIQUID
I - LIMIT % CONTENT % LIMIT 7.
X-- - A
z DESCRIPTION OF MATERIAL ENGLISH UNITS ROCK QUALITY DESIGNATION & RECOVERY
z w
d � ,� " 'w z RQD%— — -- REC.%
E. e- a r BOTTOM OF CASING LOSS OF CIRCULATION 1100%} a o
a. r, r, E. 20% %40%-60% 80 100%
a °a- °a- i o SURFACE ELEVATION F pa ® STANDARD PENETRATION
v6i CO66 a 8 0 2,0 } ra-.,7 BLOWS/FT-
I0 20 30 40 50+
0 - - Topsoil Depth 3"
/' `
- 1 SS 18 0 Note: No Recovery During / -800 ►:� 16 (5-7-9)
Sampling -
I - - �--
RESIDUAL - Medium Dense,
_ 2 SS 18 18 Tannish Brown, Silty SAND, - 19 (4-8-11)
5 _ Moist, {SM) _
- 3 SS 18 18 .-795 ® ►14 20 (7-9-11)
E — 13%
_ 4 SS 18 16 = 24 (9-11-13)
I „ 10 —
_ Very Stiff to Hard, Brown, =790
Silty SAND, Moist, (SM) —
_ 5 SS 18 18 = ►��17 (10-8-9)
15 —
—785
a_,
6 SS 18 18 - (17-19-21)0 40
20
END OF BORING @ 20.0' 780
i - -
25— —
—775
i
-
30 -- - - - - —
I
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
7WL GNE WS OR Q BORING STARTED 08-21 -07
N
®WL(BCR) ®WL(ACR) BORING COMPLETED 0 8-2 1 -07 CAVE IN DEPTH
C
OWL RIG ATV550 FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER i=

I
CLIENT JOB # BORING # SHEET mmummummossimm
The Keith Corporation 08-4794 B-14 1 OF 1
=NOSj PROJECT NAME ARCHITECT-ENGINEER LLP
Summit Corporate Center - Tract 7 ,CsaF20LINAS
SITE LOCATION -0- CALIBRATED
ENETROMETER
!! Salisbury, North Carolina z 3 5+;
PLASTIC WATER LIQUID
LIMIT 7 CONTENT Ii LIMIT 7.
X- A
v ---
6 DESCRIPTION OF MATERIAL ENGLISH UNITS ROCK QUALITY DESIGNATION & RECOVERY
°' E-' z ROD%— — — REC.%
E. F r BOTTOM OF CASING LOSS OF CIRCULATION 100Y a o
a f i~ 20%-40%—60%80%100%
c c5 r3 w a a
g ° ° SURFACE ELEVATION a ® STANDARD PENETRATION
I < rn aai a 7 S 8.0 3 ca BLOWS/FT.
10 20 30 40 50+
0 — 1 Topsoil Depth 3" / L
— 1 SS 1B 18 \RESIDUAL — Loose to Medium 7 (3-4-3)
Dense, Gray, Silty SAND, Moist, — •
(SM) —795 5%
— 2 SS 18 18 ►�1 11 (3-5-6)
5 — .
- 3 SS 18 18 - ►�1,7 (2-4-3)
790
Medium Dense to Loose, Orangish -
- _ 4 5S 18 18 Brown, Silty SAND, Moist, (SM) = ►�� 12 (3-5-7) •
10 —
—785
— 5 SS 18 18 ` 6 (3-3-3)
15 —
I —780
1 _
_ 6 SS 18 18 ►�� 6 (4-3-3}
E 20
- END OF BORING © 20.0' _
- —775
—
25—
—770
i : 30 - - - - ..- - -
f
f
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
OWL GNE WS OR 0 BORING STARTED 08-21 -07 g
1WL(BCR) !_WL(ACR) BORING COMPLETED 0 8-2 1 -0 7 CAVE IN DEPTH is, 17.0'
'2WL RIG ATV550 FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER E
F.

i
I
CLIENT JOB # BORING # SHEET
The Keith Corporation 08-4794 B-15 1 OF 1
mmmg;S:
PROJECT NAME ARCHITECT—ENGINEER LLP
Summit Corporate Center — Tract 7 ."- or_INAS
} SITE LOCATION —0— CALIBRATIOPENETROMETER
Salisbury, North Carolina 1 a 3 4 5+
I 1 I i 1
PLASTIC WATER LIQUID
r- LIMIT % CONTENT % LIMIT 7.
I X-- --- L
z DESCRIPTION OF MATERIAL ENGLISH UNITS
. - ROCK QUALITY DESIGNATION & RECOVERY
w `J
F " . z RQD%-- -- REC.%.
za w BOTTOM OF CASING LOSS OF CIRCULATION 11 oar,} a a 20%-40%-60%-80%-100%
w
a a 0 SURFACE ELEVATION a a ® STANDARD PENETRATION
Cr) TA 8 0 8.0 ca BLOWS/FT.
cil En 10 20 30 40 50+
r , 0 _ Topsoil Depth 3" /
— 1 SS 18 18 RESIDUAL — Firm, Brownish - 7 (2-3-4)
\ Orange, Sandy SILT, Moist, (ML) =
— 805
_ 2 ES 18 18 Very Stiff, Brownish Red, Sandy _ Cs 20 (7_9_�i}
SILT, Moist, (ML)
—
Stiff to Firm, Orangish Red, _
— 3 SS 18 18 Sandy SILT, Moist, (ML) ►�� 12 (4-5-7)
—- 800 25%
1 _ 4 SS 18 18 _ ►$ 16 (4-7-9)
i 10
—795
;.._. _ 5 SE 18 18 _ ►�1 11 (?®-s)
15 —
— — 22%
—790
_ 6 SS 18 18 _ (1)) 9 (2-4-5)
20 _..
l —785
�... _ 7 SS 18 18 _ ►14 8 (3-5-3)
25 4 _
END OF BORING @ 25.0' —
- —- 780
1 -
1
i
I
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
( oWL G N E WS OR ® BORING STARTED 08-21 --07 .
i IP WL(BCR) OWL(ACR) BORING COMPLETED —21 —O7 CAVE IN DEPTH ® 1 9.g'
vWL RIG ATV550 FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER E
a
1

CLIENT JOB # BORING # SHEET
The Keith Corporation 08-4794 B-16 1 OF 1
PROJECT NAME ARCHITECT—ENGINEER c
LLP
Summit Corporate Center - Tract 7 CgROLiP1AS
SITE LOCATION -0- CALIBRATED PENETROMETER
TONS/FT. 2
Salisbury, North Carolina 1 2 3 4 5+
i + + 3 I i
PLASTIC WATER LIQUID
LIMIT 7. CONTENT 7i LIMIT %
E
z DESCRIPTION OF MATERIAL ENGLISH UNITS Q
ROCK UALITY DESIGNATION & RECOVERY
Cal
w . > z ROD%— — — REC.%
z it - r BOTTOM OF CASING LOSS OF CIRCULATION P.
o x F- 20%-40%-60%80% I 00%
m
CA
D. D. 0 SURFACE ELEVATION 814.0 ® STANDARD PENETRATION
BLOWS/FT.
LO CO 0 10 20 30 40 50+
0 — -\Topsoil Depth 4" —
- 1 SS 18 18 RESIDUAL - Stiff, Brownish - ►ll (4-5-6)
Orange, Sandy SILT, Moist, (ML) -
? Hard to Stiff, Brownish Red,
2 SS 18 18 - 810 (14-17-48)►��35
I - Sandy SILT, Moist, (ML) — 27%0
[..._ - 3 SS 18 18 _ 16 (4-5-B)
[ - 35%
..."' _ 4 SS 18 18 =- 805 14 (4-6-B}
10 —
, Firm, Brownish Pink, Sandy =
I SILT, Moist, (ML) —
1 �
_ 5 SS 18 18 _- 800 ,�. 8 (3-4-4)
15
i - _
_
- 6 SS 18 18 795 ►�1 8 (2-4-4)
20 —
- 7 SS 18 18 _- 790 ►�1 8 (2-4-4)
25 _
END OF BORING @ 25.0' —
-
_ —785
-30 - - - - - v..
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
DWL GNE WS OR ©D BORING STARTED 08-21 -07
0
!WL(BCR) -WL(ACR) BORING COMPLETED 0 8-2 1 -0 7 CAVE IN DEPTH ® 20.1'
OWL RIG ATV55O FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER
F,

CLIENT JOB # BORING # SHEET
The Keith Corporation 08-4794 B-17 1 OF 1 EC3121=IIII=1
PROJECT NAME ARCHITECT-ENGINEER LLP
Summit Corporate Center - Tract 7 CgROLIIVAS
SITE LOCATION -0- CALIBRATED PENETROMETER
TONS/FT. 2
Salisbury, North Carolina 1.' 2 3 4 5I+
PLASTIC WATER LIQUID
LIMIT 7. CONTENT IS LIMIT S
2 DESCRIPTION OF MATERIAL ENGLISH UNITS
7 ROCK QUALITY DESIGNATION & RECOVERY
LI
## Z ° £ ' x ROM— — — REC.%
M BOTTOM OF CASING LOSS OF CIRCULATION 1100i} -1 20%-40%—fi0%8O% 1 00%
w a a
#pp o. II. a ° SURFACE ELEVATION F r'i ® STANDARD PENETRATION
¢¢ ¢ e 811 .0 co BLOWS/FT.
m10 20 30 40 50+
- Topsoil Depth 4"
----810
i 1 SS 18 16 FILL - Medium Dense, Orangish ';.• ►� 19 (7-9 10)
Brown, Silty SAND With Rock -
6 . Fragments, Moist, (FILL) _
_ 2 SS 18 18 :_ .;� ►) 19 (7-9-1o)
-
RESIDUAL - Stiff, Brownish Tan, —805
- 3 SS 18 18 Sandy SILT, Moist, (ML) _ 9 (3-5-4) X— --A
— 0 33% 43%
_.. — 26%
_ 4 SS 18 18 _ el 10 (3-3-7)
14 .- —
-- —800
Loose, White, Silty SAND, —
— Moist, (SM)
-5 SS 18 18 8 (9-5-3)
f 15 '
1. —795
Medium Dense, Grayish Brown,
r Silty SAND, Moist, (SM) —
_ 6 SS 18 18 - ►�1 16 (6-7-9)
20
- END OF BORING @ 20.0' _790
- -
~25
_ 785
I — -
L . 30 - - - - - —
i
I
f THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
7-WI, GNE WS OR ©D BORING STARTED 08-21 --07 a
6
®WL(BCR) YWL(ACR) BORING COMPLETED 0 8-21 -Q 7 CAVE IN DEPTH @ 15.9'
a
'2WL RIG ATV550 FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER i'
3

CLIENT JOB # BORING # SHEET
The Keith Corporation 08-4794 B-18 1 OF 1
ESS
PROJECT NAME ARCHITECT-ENGINEER
LLP
amminammompium
Summit Corporate Center - Tract 7 CAROLiniAS
SITE LOCATION -0- CALIBRATED PENETROMETER
Salisbury, North Carolina '1 2 TONSIFT, 4 51+
PLASTIC WATER LIQUID
LIMIT 7 CONTENT 7. LIMIT 7.
i. X-- 0
z DESCRIPTION OF MATERIAL ENGLISH UNITS 5 al w
ROCK QUALITY DESIGNATION & RECOVERY
o r m w z RQD%— - - REC.%
= z E- ca >. BOTTOM OF CASING LOSS OF CIRCULATION 1100%>- a 20%-40%—eo%-80%-100%
44
V -.1 J W W j
C' w o. a 0 SURFACE ELEVATION e a ® STANDARD PENETRATION
z 8 0 3.0 w BLOWS/FT.
0 10 20 30 40 50+
- Topsoil Depth 3"-
1 SS 18 18 FILL - Medium Dense, Tannish -
17 (6-B-9)
Orange, Silty SAND With Rock -
Fragments, Moist,(FILL) '''`-800
_ 2 SS 18 18 - ►��29 (7-11-18)
E . 5 • —
-
RESIDUAL - Stiff to Very Stiff,
- 3 SS 18 18 Brownish Orange, Sandy SILT, = ►) 13 (4-5-0
Moist, (ML) -—795 2®
- 4 SS 18 18 _ ►:4 11 (5-5-6)
10
—790
- 5 SS 18 18 _ ►:� 12 (12-6-6)
15 _ -
—785
_ 6 SS 18 18 _,. 18 (6-8-10)
20 _ _
END OF BORING @ 20.0' --
-
780
-25 —
—775
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
oWL GNE WS OR Q BORING STARTED 08-21 -07
®WL(BCR) YWL(ACR) BORING COMPLETED 08-21 -07 CAVE IN DEPTH @ 16.1'
2'WL RIG ATVSSO FOREMAN BRIAN DRILLING METHOD HOLLOW STEM AUGER E

`{I
.:.-"'.ram
L ni,SS
: S Laboratory Test Summary
Poject Name: Summit Corporate Center-Lot 7
Project No.: 4794
Project Location:
Boring Depth (ft) Natural Moisture Liquid Plastic Plasticity
Location Content(%) Limit(%) Limit(%) Index(%) USCS
B-2 3.5-5.0 16.1
. B-3 1.0-2.5 21.4 58 21 37 CH
B-5 3.5-5.0 13.5 - - - -
B-7 8.5-10.0 13.8 - - - -
B-9 3.5-5.0 _ 22.9 50 18 32 CH
B-9 6.0-7.5 21.6 46 20 16 ML
B-9 13.5-15.0 32.7 - - - -
B-11 6.0-7.5 9.4 - - - -
B-13 6.0-7.5 13.1 - - - -
B-14 1.0-2.5 5.0 - - - -
B-15 6.0-7.5 25.2 - - - -
B-15 13.5-15.0 22.2 - - - -
B-16 3.5-5.0 26.5 - - - -
B-16 8.5-10.0 34.9 - - - -
6-17 6.0-7.5 25.6 43 33 10 ML
B-18 6.0-7.5 23.6 - - - -
ff

105 I i I I
_ Zero Air Voids Curve
III I
ii _ _
—G5=2.65 •
100 - i --___ w I
1 I I
95 1 _
I -
----- ,— 1 1 1 _
1
90 - . ----._.--___-1-1
1II
1
85 • j
i
1 1 i_ i � --- - 1
•
l i
80 l 1
1
} 15 20 25 30 35 40 45
Moisture Content(%)
Sample No. 5594 Natural Moisture Content N/A
Sample Location B-16 (0-10`) Percent Passing No. 200 Sieve N/A
Station N/A Percent Retained on No. 4 Sieve 0.0
Liquid Limit (LL) N/A Percent Retained on 3/4" Sieve 0.0
Plastic Limit (PL) N/A Maximum Dry Density(pcf) 88.9
Plasticity Index (PI N/A Optimum Moisture Content(%) 29.0
Liquidity Index(LI) N/A Corr. Maximum Dry Density(pcf) 88.9
Description Orange Red Sandy Silt Corr. Optimum Moisture Content(5 29.0
Classification Percent(%) Gravel as Tested 0.0
Specific Gravity 2.65 (Assumed) Percent(%) Gravel Total
Test Standard ASTM D 698 Test Method A
Project: Summit Corporate Center ECS Carolinas, LLP
Project No.: 4794 Charlotte, North Carolina
Date: 08/30/07 Moisture Density Relationship Curve

Important Information About Your
Geotechnical Engineering Report
Subsurface problems are a principal cause of construction delays, cost overruns,claims,and disputes
The following information is provided to help you manage your risks.
Geotechnical Services Are Performed for • elevation,configuration, location,orientation, or
Specific Purposes, Persons, and Projects weight of the proposed structure,
• composition of the design team, or
Geotechnical engineers structure their services to meet the spe- • project ownership.
cific needs of their clients.A geotechnical engineering study con-
ducted for a civil engineer may not fulfill the needs of a construe- Asa general rule, always inform your geotechnical engineer
tion contractor or even another civil engineer.Because each geot-
of project changes—even minor ones—and request an
echnical engineering study is unique, each geotechnical engi- assessment of their impact. Geotechnical engineers cannot
neering report is unique, prepared solely for the client. No one accept responsibility or liability for problems that occur
x except you should rely on your geotechnical engineering report because their reports do not consider developments of which
without first conferring with the geotechnical engineer who pre- they were not informed.
pared it. And no one—not even you--should apply the report for
any purpose or project except the one originally contemplated. Subsurface Conditions Can Change
A Geotechnical Engineering Report is Based on A geotechnical engineering report is based on conditions that
existed at the time the study was performed.Do not rely on a
A Unique Set of Project-Specific Factors geotechnical engineering report whose adequacy may have
Geotechnicat engineers consider a number of unique,project-spe- been affected by:the passage of time; by man-made events,
cific factors when establishing the scope of a study.Typical factors such as construction on or adjacent to the site; or by natural
include: the client's goals,objectives, and risk management pref- events, such as floods, earthquakes, or groundwater fluctua-
erences;the general nature of the structure involved,its size,and tions.Always contact the geotechnical engineer before apply-
configuration;the location of the structure on the site; and other ing the report to determine if it is still reliable.A minor amount
planned or existing site improvements, such as access roads. of additional testing or analysis could prevent major problems.
parking lots, and underground utilities. Unless the geotechnical
engineer who conducted the study specifically indicates other- Most Geotechnical Findings Are
wise, do not rely on a geotechnical engineering report that was:
• not prepared for you, Professional Opinions
• not prepared for your project, Site exploration identifies subsurface conditions only at those
• not prepared for the specific site explored,or points where subsurface tests are conducted or samples are
• completed before important project changes were made. taken. Geotechnical engineers review field and laboratory data
,• and then apply their professional judgment to render an opinion
Typical changes that can erode the reliability of an existing about subsurface conditions throughout the site. Actual sub-
geotechnical engineering report include those that affect: surface conditions may differ—sometimes significantly—from
• the function of the proposed structure, as when those indicated in your report. Retaining the geotechnical engi-
it's changed from a parking garage to an office neer who developed your report to provide construction obser-
building, or from a light industrial plant to a vation is the most effective method of managing the risks asso-
refrigerated warehouse, dated with unanticipated conditions.
l

A Report's Recommendations Are Not Final report's accuracy is liimited; encourage them to confer with the
Do not overrely on the construction recommendations included geotechnical engineer who prepared the report(a modest fee
in your report. Those recommendations are not final, because may be required) and/or to conduct additional study to obtain
geotechnical engineers develop them principally from judgment the specific types of information they need or prefer. A prebid
and opinion. Geotechnical engineers can finalize their recom- conference can also be valuable.Be sure contractors have suffi-
mendations only by observing actual subsurface conditions dent time to perform additional study.Only then might you be in
revealed during construction. The geotechnical engineer who a position to give contractors the best information available to
developed your report cannot assume responsibility or liability for you,while requiring them to at least share some of the financial
the report's recommendations if that engineer does not perform responsibilities stemming from unanticipated conditions.
construction observation.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not
A Geotechnical Engineering Report Is Subject recognize that geotechnical engineering is far less exact than
To Misinterpretation other engineering disciplines. This lack of understanding has
Other design team members'misinterpretation of geotechnical , created unrealistic expectations that have led to disappoint-
` engineering reports has resulted in costly problems. Lower ments,claims, and disputes.To help reduce such risks,geot-
that risk by having your geotechnical engineer confer with echnical engineers commonly include a variety of explanatory
appropriate members of the design team after submitting the provisions in their reports. Sometimes labeled "limitations".
1 report. Also retain your geotechnical engineer to review perti- many of these provisions indicate where geotechnical engi-
nent elements of the design team's plans and specifications. neers responsibilities begin and end,to help others recognize
Contractors can also misinterpret a geotechnical engineering their own responsibilities and risks. Read these provisions
r , report Reduce that risk by having your geotechnical engineer closely. Ask questions. Your geotechnical engineer should
participate in prebid and preconstruction conferences, and by respond fully and frankly.
providing construction observation.
Geoenvironmental Concerns Are Not Covered
Do Not Redraw the Engineer's Logs The equipment, techniques, and personnel used to perform a
Geotechnical engineers prepare final boring and testing logs geoenvironmental study differ significantly from those used to
based upon their interpretation of field logs and laboratory perform a geotechnical study. For that reason, a geotechnical
data. To prevent errors or omissions, the logs included in a engineering report does not usually relate any geoenvironmen-
g geotechnical engineering report should never be redrawn for tal findings, conclusions, or recommendations; e.g., about the
inclusion in architectural or other design drawings.Only photo- likelihood of encountering underground storage tanks or regu-
graphic or electronic reproduction is acceptable, but recognize lated contaminants. Unanticipated environmental problems have
that separating logs from the report can elevate risk. led to numerous project failures. If you have not yet obtained
your own geoenvironmental information, ask your geotechnical
Give Contractors a Complete consultant for risk management guidance. Do not rely on an
Report and Guidance environmental report prepared for someone else.
Some owners and design professionals mistakenly believe they Rely on Your Geotechnical Engineer for
can make contractors liable for unanticipated subsurface condi-
tions by limiting what they provide for bid preparation.To help Additional Assistance
prevent costly problems,give contractors the complete geotech- Membership in ASFE exposes geotechnical engineers to a wide
nical engineering report, but preface it with a clearly written let- array of risk management techniques that can be of genuine ben-
ter of transmittal.In that letter,advise contractors that the report efit for everyone involved with a construction project.Confer with
was not prepared for purposes of bid development and that the your ASFE-member geotechnical engineer for more information.
PROFESSIONAL
FIRMS PRACTICING
IN THE GEOSCIENCES
8811 Colesville Road Suite G106 Silver Spring, MD 20910
Telephone: [phone] Facsimile: 301-589-2017
email:[e-mail] www.asfe.org
Copyright 199E by ASFE,Inc.Unless ASFE grants written permission to do so,duplication of this document by any means whatsoever is expressly prohibited.
Re-use of the wording in this document.in whole or in part.also is expressly prohibited,and may be done only with the express permission of ASFE or for purposes
of review or scholarly research.
IIGE1206983.5M