SW6121004_Geotechnical Report_20121214

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REPORT OF' SUBSURFACE EXPLORATION
GEOTECHNICAL EN61NtERIN6 VALUATION
MCDONALD'S RESTAURANT:#32,1588
OLD FARM. ROAD (RAYROAD).AND OVERHILLS ROAD
SPRING"_LAKE, N.ORMCAROLINA
ECS OROJECCT 14.a: 33:2002 A
Propared For
McDONALD'S CdRPORATION
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JUNE 1, 2612
OCT 2

ECS CAROLINAS LLP "Setting the Standard for Service"
Geotechnical • Construction. Materials • Environmental • Facilities NC Re stemdErigmxringRimF-1013
5C Registered ENIneQhN Flan 3239
June 1, 2012
Ms. Jami Hays
Senior Real Estate Coordinator
McDonald's USA, LLC'- Raleigh Region
4601 'Six.For.ks Road, Suite 200
Raleigh, North Carolina 27609
Reference: Reportof Subsurface Exploration and Geotechnical Engineering Evaluation
McDonald's Restaurant #32-1588
Old Farm Road'(Ray:Road) and Overhills Road
Spring Lakes North Carolina
.,ECS Protect No; 33:2002,A
Dear Ms. Hays:
As authorized by your aecept-ance .of our proposal number 33:1049, dated,.:May' 8, 2012, ECS
Carolinas, �L.P (ECS) Ihas completed the subsurface exploration and geotechhical engineering
analysis for the above referenced. project. This ,report contains'the a results of our subsurface
exploration, as well' as our recommendations concerning the'.geotechnical: design and
construction aspects of the'project.
Mlle appreciate the opportunity to be of service to you during the design of this project and look
forward to our continued involvement during construction. If you have ..any questions
concerning the information and reeornmendations presented in this report, or if we can be of
`further assistance,,please,do-not hesitate"to contact us.
Sincerely,
ECS CAROLINAS, LLP rdpre.sente
Firm License No"F-1078
Thomas B. Baird, P.E.
Senior Geotechnical,Engineer
NC PE License:'No. 016244
1:1 PR4.IECTS12002-A - McDonalds {#32-1688}If2eport12002-A.daa
1i P.E.
Principal'Engineer
NC PE`License;No. 019937
726 Ramsey Street, Suite 3, Fayetteville, NC 28301 • T: 910-401-3288 • F: 910-323-0539 www.ecslimited".com
ECS Caroiirtas, LLP • ECS;Florida, LLC • ECS Midwest, LLC • ECS Mid -Atlantic, LLC . ECS Southeast, LLC . ECS Texas, LLP

TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY
2.0 PROJECT INFORMATION
3.0 EXPLORATION PROCEDURES
3.1 Field Exploration
3.1.1 Soil Test Borings
3.1.2 Refraction Microtremor
3.2 Laboratory Testing Program
4.0 SITE AND SUBSURFACE CONDITIONS
4.1 Site Observations
4.2 Area Geology
4.3 Subsurface Conditions
5.0 CONCLUSIONS AND RECOMMENDATIONS
5.1 Site and Subgrade Preparation
5.2 Engineered Fill
5.3 Foundations
5.4 Concrete Slabs -On -Grade
5.5 Pavement Considerations
5.6 Seismic Site Class Determination and Liquefaction Potential
5.7 Site Drainage
5.8 Construction Considerations '
6.0 CLOSING
APPENDIX
Site Location Map
Boring Location Diagram
ReMi Test Results
Unified Soil Classification System
Reference Notesfor Boring Logs
Boring Logs B-1 through B-11
Laboratory resting Summary
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MaDonald's Restaurant #32-1588
Spring Lake, North Carolina
ECS Project No.33:2002-A
Page 1
1.0 EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering
evaluation for the construction of a new McDonald's restaurant at the Anderson Creek
Shopping Plaza located at the intersection of Old Farm Road (Ray Road) and Overhills Road in
Spring Lake, North Carolina. Based upon our past experience with McDonald's facilities, we
expect the new construction to'be a single -story structure with a masonry veneer exterior.and
concrete slab -on -grade floor system. Maximum column and wall loads -.of 50 kips and 3 kips -per
linear foot, respectively, are also anticipated.
In general, the borings initially penetrated a relatively thin surficia[ layer of topsoil. The topsoil
was about 1 to 2 inches thick and consists of brown silty sand with fine roots and organic
matter. The,topsoil thickness will differ at other locations.
The natural site soils are Coastal Plain sediments of sand and clay extending to the 10 and 15-
foot depths explored. The upper sediments typically consist of poorly graded sand (SP), silty
sand (SM), and clayey sand (SC) extending to depths of about ,6 to 13 feet below the ground
surface. The SPT N-va[ues for the sand, layers ranged from 8 to 53 knows per foot (bpf)
denoting loose to very dense relative densities. The upper sediments are underlain by -layers of
sandy day (CL) and clayey sand (SC) extending to the 15-foot depth explored. The SPT N-
values for the clay, layers encountered ranged from 21 to 27 bpf denoting very stiff
consistencies. The SPT N-values for the sand layers encountered ranged from 14 to 24 bpf
denoting medium dense relative densities.
Groundwater was not observed in the borings at the completion of drilling operations. Boring
cave-in depths ranged from about 5 to 10 feet below the existing site grades.
In summary, our findings indicate that the structure -can be supported on conventional shallow
foundations bearing on approved natural soils and/or new engineered fill. Provided the
proposed 'foundations are constructed in strict accordance with the recommendations provided
herein,'the shallow foundations can be proportioned for a net allowable design bearing pressure
of 2,500 pounds per square foot (psf). Concrete slabs -on -grade supported by approved in -
place soils or properly prepared engineered fills can be designed using a modulus of subgrade
reaction of 125 pounds per cubic inch (pci).
Based on Section 1613 of the 2012 North Carolina State Building Code, and the ReMi Survey
performed at the site, a Seismic Site Class "C" may be used for design. Based on the
subsurface conditions encountered in the soil test borings and expected ground motions. at the
site, the potential for liquefaction at the site is considered low.
The site soils will rapidly deteriorate when subject to construction traffic, particularly following
periods of wet weather. Subgrades that become unstable or otherwise degrade will need to be
undercut and replaced with satisfactory fill materials. The volume of undercut materla[.will be a
function of the time of the year -in which the grading occurs. 'Greater undercutting should be
expected if grading. occurs during the wet winter and spring months.

Mc Don aId's Restaurant #32-1598
Spring Lake, North Carolina
ECS Project No, 33:2002-A
Page 2
Our General foundation, slab, and pavement recommendations are summarized in the following
table:
Bearing Capacity:
2:500 psf for approved natural soils or new engineered fill
Foundations.
Shallow footings — minimum 18 inches for continuous, while
isolated column footings should have a: minimum lateral dimension
of 24 inches,,18 inches.minimum,.embedment
F[oor,Slab:
Ground supported, wire -mesh reinforced minimum or fiber
reinforced
Pavement: Asphalt
Light Duty: 3.0" Asphalt Surface Course on 6" ABC stone
Medium Du -. 3.0" Asphalt Surface Course. on 8" ABC stone
Pavement: Concrete
6 inches Port[and cement concrete (4;000 psi compressive strength
at 28 days) over not less than 6 inches of compacted aggregate
base course
Specific information regarding the subsurface exploration procedures used, the site and
subsurface conditions at the time of our- exploration, and our conclusions and recommendations
concerning the geotechnical design and construction aspects of the project are discussed in
detail in the subsequent sections of this report. Please note this Executive .Summary is an
important part of this report but should be considered a `summary" only and should not be
relied upon exclusive of the entire report. The subsequent sections of this report constitute our
findings, conclusions, and recommendations in their entirety,

McDonald's Res taurant #n-1 588
Spring l.aka, North Carolina
ECS Project No. 33:2002-A
Page 3
2.0 PROJECT INFORMATION
Our understanding of the proposed construction is based upon our past experience with other
McDonald's, projects, the soil testing requirements. for the project and a site plan furnished by
McDonald's Corporation. It is our understanding that. a new McDonald's restaurant will be.
constructed at the Anderson Creek Shopping Plaza located at the intersection_ of Old Farm
Road (Ray Road) and Overhills Road in Spring Lake, North Carolina as shown on Figure 1 in
the Appendix. Based upon our past experience with similar facilities, we expect the new,
construction to be a single -story structure with a masonry veneer exterior and concrete slab -on -
grade floor system. Maximum column and wall loads of 50kips and 3 kips per linear foot,
respectively, are also anticipated.
Additional site construction is expected to include paved parking and drive areas, underground
utilities, and landscaping. Site topographic information had not been provided to ECS .at the
time. of this report. Based upon the relatively uniform existing ground surface elevations, we
anticipate that earth cuts and fills on the order of 2 feet or less may be required to established
finished subgrade elevations in planned building and pavement areas.

McDonald's Rostaurant #32-1588
Spring Lake, North Carolina
EC9 Project No. 33:2002-A
Page 4
3.0 EXPLORATION PROCEDURES
3.1 Field Exploration
3.1.1 Soil Test Borinas
Eleven soil lest borings (B-1 through 13-11) • were performed during our field exploration.
Borings 13-1 through B-5 were completed in the proposed building area and borings B-6 through
B-11 were completed in the proposed pavement areas. The borings located in the building
area were advanced to depths of 15 feet below existing site. grades. The borings located in the
proposed pavement areas were advanced to depths of about 10 feet below the existing, ground
surface. One bulk sample of the soils anticipated to be used as pavement subgrade were
obtained for laboratory testing.
The soil test borings. were located in the field by ECS personnel by estimating distances and
angles from existing site. features. The boring locations are shown on the Boring Location
Diagram in the Appendix of this report, and should be considered approximate given' the
location method used.
The,soil borings were performed with a CME 75-truck mounted drilling rig, which utilized hollow -
stern augers to advance the boreholes. Representative soil samples were obtained by means
of the split -barrel sampling procedure in general accordance with ASTM Specification D-1586.
In this procedure, a'2-inch 0. D. split -barrel sampler is driven into the soil a distance of 18
inches by a 140 pound hammer with a free fall -of 30 inches. The number of blows required to
drive the sampler through the final 12 inch interval is termed the Standard Penetration Test
(SPT) N-value and is indicated for each sample on the boring logs. "The SPT N-value can be
used to provide a qualitative indication of the in -place relative density of cohesionless soils. In a
less reliable way, SPT N-values provide an indication of consistency for cohesive soils. These
indications of relative density and consistency are qualitative, since many factors can
significantly affect the SPT N-value and prevent a direct correlation between drill crews, drill
rigs, drilling procedures, and hammer -rod -sampler assemblies.
Field logs of the soils encountered in the borings were maintained by the drill crew. The soil
samples obtained from the drilling operations were sealed in glass jars and brought to. our
Fayetteville, North Carolina laboratory for further examination and testing.
11.2 Refraction Microtremor
A Refraction Microtremor (ReMi)' survey was performed at the site at the approximate location
shown on Figure 2, in the -Appendix of the report. The data was processed using SelsOpt4
ReMi'"" software to reveal a two-dimensional average shear -wave (S-wave) velocity image for
the line (array). fn addition, the survey also provides the average shear wave velocity to a
depth of up to 10b feet which was used to determine the seismic Site. Class.
The data gathering process in the field used standard seismic refraction equipment to measure
site characteristics using ambient vibrations (microtremors)' as a seismic source. The
equipment used for the- survey included a GEODE ReMi recording unit capable of storing
record lengths up to about 100 seconds and 18, 10-Hz vertical P-wave geophones. The
analysis presented here was developed from the 18 receivers (10 Hz geophones) set along a

McDonald's Restaurant 432.1588
Spring Lake, North Carolina
ECS Project No. 33:2002-A
Page 5
relatively straight-line 'array with evenly spaced intervals (15 feet) between the receivers.
Twelve unfiltered 30-second records were recorded along the line. The vibration records
collected above were processed using proprietary software and the refraction microtremor
method as explained in Louie, J, N, 2001, "Faster, Better: Shear -wave velocity to 100 meters
depth from'. refraction micrometer arrays", Bulletin of the Seismblogical Society of America, v.
91, p.347-364. For each location.(array), there are three main processing steps:
Step 1: Creating a velocity spectrum (p-f image) from the data: The distinctive slope
of dispersive waves is an integral part of the p-f analysis. Other arrivals that appear in
microtremor records, such as body waves and airwaves, cannot have such a slope.
Step 2: Rayleigh -wave dispersion picking: Picking is done along a "lowestwelocity envelope"
bounding the energy appearing in the p-f image.
Step 3: Shear wave velocity modeling: The refraction microtremor method interactively forward -
models the normal -mode dispersion data picked from p-f images.
The weighted averages of the. shear wave velocities for the array, according to the 2012 North
Carolina State Building Code (NCSBC), is presented in Figure 3 in the Appendix of this report.
The seismic, site class definitions for the weighted average of shear wave velocity in the upper
100 feet -of the.soil profile are presented in Table 1613.5.2 of the 2012 NCSBC.
3.2 Laboratory Testing Program
Representative, soil samples obtained during our held exploration were selected and tested in
our laboratory to verify field classifications and to aid in determining engineering properties of
the on -site soils. Laboratory testing included visual classifications in general accordance with
the Unified Soil Classification System (USCS as described in ASTM D 2487), moisture content
testing (ASTM D 2216), Atterberg limits testing (ASTM D 4318), percent of particles finer than
the U.S. standard sieve No, 200 sieve testing (ASTM D, 1140), modified Proctor compaction
testing (ASTM D 1557), and California Searing Ratio testing (ASTM D 1883). The laboratory
testing was performed in general conformance with the referenced ASTM standards. The
Laboratory Testing Summary, in the Appendix of this report presents all of the test results.

McDonald's Restaurant 432-1588
Spring Lake, North Carolina
EC5 Project No. 33:2002•A
Page B
4.0 SITE AND SUBSURFACE CONDITIONS
4.1 Site Observations
The project site is an approximately 1':56 acre parcel in the Anderson Creek Shopping Plaza
located at the intersection of Old Farm Road (Ray Road) and Overhills Road in Spring Lake,
North Carolina. The site is bounded by Overhills Road to the north and west, Old Farm Road
(Ray Road) to the south, and the asphalt paved :parking lot of the shopping plaza to the east.
An asphalt paved access road for the shopping plaza extends across the site from Overhills
Road on the north to the shopping plaza parking lot on the east. Ground cover in the remaining
portions of the, site consists of grass. The site is relatively flat with an estimated elevation
differential of'about 2 to 3 feet across the proposed building and pavement areas. The current
site grades are generally consistent with the surrounding topography.
4.2 Area Geoloav
The referenced site is located within the Coastal Plain. Province of North Carolina. The Coastal
Plain Province is a broad flat plain with widely spaced low rolling hills where the near surface
soils have their origin from the, deposition of sediments several million years ago during the
period that the ocean receded from this area to its present location along the Atlantic Coast. It
is noted that the Coastal Plain, soils vary in thickness from only,a few feet along the western
border to over ten thousand feet in some areas along the coast. The sedimentary deposits of
-the Coastal Plain rest upon consolidated rocks similar to those underlying the Piedmont and
Mouritain Physiographic Provinces. In general, shallow 'unconfined groundwater movement
within the overlying soils is largely controlled by topographic gradients. Recharge occurs
primarily by infiltration along higher elevations and typically discharges into streams or other
surface water bodies. The elevation of the shallow water table is transient and can vary greatly
-with seasonal fluctuations in precipitation.
4.3 Subsurface Conditions
In general, the borings initially penetrated a relatively thin surficial layer of topsoil. The topsoil
was about 1 to 2 inches thick and consists of brown silty sand with fine roots and organic
matter. The topsoil thickness will differ at locations intermediate of the borings.
The natural site soils are Coastal Plain sediments of sand and clay extending to the 10 and 15-
foot depths explored. The upper sediments typically consist of poorly graded sand (SP), silty
sand (SM), and clayey sand (SC) extending to depths of about 6 to 13 feet below the ground
surface. The SPT N-values for the sand layers ranged from 8 to 53 blows per foot (bpi)
denoting loose to very dense relative densities.. The upper sediments are underlain by layers of
sandy clay (CL) and clayey sand (SC) extending to the 15-foot depth explored. The SPT N-
values for the clay layers encountered ranged from 21 to 27 bpf denoting very stiff
consistencies. The SPT N-values for the sand layers encountered ranged from 14 to 24 bpf
denoting medium dense relative densities:
Groundwater was not observed in the borings at the completion of drilling operations. Boring
cave-in depths ranged from about 5,to 10 feet below the existing site grades. Groundwater
elevations should be expected to vary depending on seasonal fluctuations in precipitation,
surface water absorption characteristics, and other factors, and may be present at higher

McDonald's Fieataurant MZ158
Spring lake, North CareiEna
ECS Project No. 33,2002•A
.Page 7
eleveitnns In the future. Also, perched water conditions may exist when absorbed surface -water
becomes trapped above fine grained soils.
The above paragraphs provide a general summary of the subsurface oonditions encountered at
the site at the time of our exploretion. The boring fogs included in the ApjSendix contain detailed
infonna#Eon regarding the aubsurfare conditions encountered at each goring location, The
stratitimbon lines on the boring records designate approximate boundaries between various
subsurface:stnft, The actual, in -situ transitions are expected to be. more gradual,

McDonald's Restaurant #32.1588
Spr1rrg Lake, North Carolina
ECS Project No. 33:2002-A
Page 8
+ • , +I�1I+'i[+L`b' Ial: �I�liT�Irrrp�I.iiTlirTig�
The following design and construction recommendations are based on our above -stated
understanding of the proposed construction and on the data obtained from the field exploration
and visual soil classification. If the structural loading, geometry, or proposed building location is
changed, we request -the opportunity to review our recommendations in light of the new
information and revise them as necessary. The following recommendations are for design
purposes and may require modification. Any environmental or contaminant assessment efforts
are beyond the scope of this geotechnical exploration.
5.1 Site and Subgrade Preparation
Site preparation should commence with the demolition and removal of the existing asphalt
paved access road, and the clearing and stripping of all vegetation, topsoil, debris, deleterious
materials, and any other soft or unsuitable.materials from the existing ground surface. These
operations should -extend at least 10 feet beyond the limits of the planned building and
pavement construction, where practical. Topsoil stripping depths on the order of fi inches
should beanticipated.
Abandoned underground utilities within the proposed building and pavement areas should be
removed including bedding and backfill materials, Excavations resulting from underground
utility removal should be backfilled with structural fill_ Pockets of trapped water could be
encountered in utility trench excavations and during the removal of underground structures and
should be promptly removed. Pumping from a sump pit.located within the excavation should be
an effective method of controlling such groundwater seepage. Soft wet soils remaining in the
bottoms of excavations should be undercut and removed to establish firm subgrade conditions
prior to backfilling. The undercut areas should be backfilled with compacted structural fill.
Qnce.the site is cleared and stripped as outlined above, we recommend that areas at grade and
areas to be filled be thoroughly proofrolled. The proofrolling should be accomplished using a
loaded dump truck having an axle weight of -at least 10 tons or'rubber-tired equipment of similar
weight and tire pressures. The proofrolling should be observed by an experienced geotechnical
engineer, or his representative, at the time of construction to aid in identifying any areas with
soft or unsuitable materials. Repair of soft or unsuitable areas may include undercutting,
moisture conditioning, and re -compacting; stone stabilization; a combination of activities, or
other measures that may be appropriate. The ECS geotechnical engineer should determine the
most appropriate remedial method at the time of construction_
The preparation of fill subgrades, as well as the proposed building or pavement subgrades,
should be. observed on a full-time. basis by ECS personnel. These observations should be
performed by an experienced geotechnical engineer, or his representative, to ensure that
unsuitable materials have been removed and that the prepared subgrade is suitable for support
of the proposed construction and/or fills.
The natural soils at this site will deteriorate when exposed during inclement weather. The
exposed subgrades should be sealed and sloped to promote surface runoff and reduce the
ponding of water. When rainfall is anticipated during grading operations, .we recommend that
areas of disturbed soil be sealed using a smooth drum roller or rubber -tired equipment to help
reduce the infiltration of water and grading activities cease until the site has had a chance to

McDonald's Restaurant#32-1588
Spring Lake, North Carolina
ECS Project No. 33.2002-A
Page 9
dry. Water that may accumulate in the footing excavations as a result of rainfall or surface
water runoff should be immediately removed. Loosened or disturbed materials at the base of
footing excavations should be removed prior to the placement of reinforcing steel or concrete.
Grading operations at this site should be more economical if performed during the drier periods
of the year (typically April to 'October). During the drier periods of the year, wet soils may be
dried by using discing operations or other drying procedures to obtain moisture contents
necessary to achieve required degrees of compaction. In the warmer summer months,.wetting
of the soils may be necessary to achieve the required degree of compaction., Regardless, the
earthwork contractor shall maintain the site soils within their working range of optimum.
5.2 Engineered Fill
Following the removal of soft or otherwise unsuitable surface and subsurface features, and
after achieving a competent subgrade, the contractor can place and compact approved,
controlled engineered fill to achieve the desired site grades. The fill for support of the proposed
construction and backfill for utility lines within the building and pavement limits should consist of
an approved material, free of organic matter and debris. The fill materials should have a
plasticity index less than 25 and a liquid. limitless than 50. We also recommend that fills within
structural areas have a modified Proctor (ASTM D 1557) maximum dry density of at least 105
pounds.per cubic foot (pcf). The majority of the near -surface soils appear suitable for re -use as
engineered fill provided they can be properly moisture conditioned.
Prior to the commencement of fill operations ,and/or utilization ofany off -site borrow materials,
.the contractor should provide representative samples of the soil materials_to the geotechnical
engineer. The geotechnical engineer will. determine the material's suitability for use as an
engineered fill and develop moisture -density relationships -in accordance with the
recommendations provided herein. Samples should be provided to the geotechnical engineer
at least 3 days prior to their use in the field to allow for the appropriate laboratory testing to be
performed.
Mass areas of engineered fill placed within the building and pavement areas should be placed
in lifts not exceeding 8 inches in loose lift thickness and moisture conditioned to within their
working range of optimum moisture content, and compacted to a minimum of 95 percent of
their modified Proctor maximum dry density, as determined in accordance with ASTM D 1557.
Similarly, isolated areas of engineered fill, such as trench backfill, should be placed in lifts not
exceeding 4 to C inches'and moisture conditioned as mentioned above. The typical working
range of moisture is typically within approximately 3 percent of the optimum moisture content.
Th* footprint of the proposed building -area should be well defined during fill placement. Grade
controls should also be maintained throughout the filling operations. The filling operations
should be observed on a full-time basis by an experienced soils engineering technician to
determine that the required degrees of compaction are being achieved. Due to the relatively
small site area, -we recommend that a minimum of one compaction test per 2,500-square-foot
area or fraction thereof, be performed for each lift of controlled fill. We also recommend at
least one test per lift for every 100 linear feet.of utility trench, or fraction thereof. The elevation
and location of the tests should be accurately identified at the time of fill placement. Areas
which fail to achieve the required degree of compaction should be re-compactedand re -tested
until the required compaction is achieved. Failing test areas may require moisture adjustments
or other suitable remedial activities In order to achieve the required compaction.

McDonald's Restaurant #32-1588
Spring 1-ako, North Carolina
ECS Project N8. 33:2002-A
Page 10
Fill materials should not be placed on frozen soils or frost -heaved soils and/or soils which have
been recently subjected to precipitation. Borrow fill materials should not contain wet or frozen
materials at the time of placement. Wet or frost -heaved soils should be removed prior to
placement of engineered fill', granular sub -base materials, foundation or slab concrete, and
asphalt pavement materials.
Ff problems are encountered during the site grading operations, or if the actual site conditions
differ from those encountered during our subsurface exploration, ECS should be notified
immediately.
5,1 Foulhda#ions'
Provided the subgrade preparation and earthwork operations are completed in accordance with
the "Site and Subgrade Preparation" and "Engineered Fill" sections of this report, the. proposed
construction can be supported on shallow foundations bearing on approved natural soils or
properly prepared new engineered fills. A net allowable bearing pressure of 2,500 pounds per
square foot (psf) is recommended for use in foundation design. To, reduce. the possibility of
foundation bearing failure and excessive settlement due to local shear or "punching" failures,
we recommend that continuous footings have a minimum width of 18 ,inches and that isolated
column footings have a minimum lateral dimension of 24 inches. We recommend the bearing
elevation for all exterior foundations be at a minimum depth of 18 inches below the finished
exterior grade. The interior foundations should bear at least 12 inches below the floor slab.
The net allowable bearing pressure refers to that pressure which may be transmitted to the
foundation bearing soils, in excess of the final' surrounding overburden pressure. The
foundation subgrades should be evaluated by ECS personnel to verify that the bearing soils are
capable of supporting the recommended net allowable bearing pressure and suitable for
foundation construction. These evaluations should include visual observations, hand rod
probing, and dynamic cone penetrometer (ASTM STP-399) testing, or other methods deemed
appropriate by the geotechnical engineer at the time of construction. These evaluations should
be performed within each column footing excavation and at intervals not greater than 25 feet in
continuous footing excavations.
The settlement of a structure is a function of the compressibility of the bearing materials,
bearing pressure, actual structural loads, fill depths, and the bearing elevation of footings with
respect to the final ground surface elevation. Estimates of settlement for foundations bearing
on engineered or non -engineered fills are strongly dependent on the quality of fill placed.
Factors which may affect the quality of fill include maximum loose lift thickness of the fills
placed and the amount of compactive effort placed on each lift. For foundations, b earin g on
new engineered fill or approved on -site natural soils, we estimate total settlements for the
proposed construction to be on the order of 1-inch, and the differential settlement to be
approximately '/2 of the total settlement. This evaluation is based on our engineering
experience and the anticipated structural loadings for this type of structure, and is intended to
aid the structural engineer with the design.
Exposure to the environment may weaken the foundation bearing sails if the foundation
excavations remain exposed during periods of inclement weather. Therefore, we suggest that
foundation concrete should be placed the same day that proper excavation is achieved and the

McDonald's Restaurant #32-1589
Spring Lake, North Carolina
ECS Project No. 13:2002-A
Pago 11
design bearing pressure verified. If surface water absorption or exposure to the environment
softens the foundations and slab subgrade soils, the softened soils must be removed prior to
placement of concrete. If foundation excavations must remain open overnight, or if inclement
weather becomes imminent while the foundation bearing soils are exposed, we recommend that
a 3 inch thick "mud -mat" of "lean" concrete be placed over the exposed bearing soils before the
placement of reinforcing steel,
5.4 Concrete Slabs -On -Grade
Provide a suitable subgrade has been prepared as recommended herein, ground level slabs
can be constructed as slabs -on -grade. Our findings ,indicate that a modulus of subgrade
reaction (ks) of 125 pci is appropriate for design provided the subgrade is prepared in
accordance with the "Site and Subgrade Preparation" and "Engineered Fill" sections of this
report. The floor slabs should be nominally reinforced with welded wire fabric for shrinkage
crack control and to help maintain the integrity of the slabs should minor differential movement
occur. As'an alternative, polyester fibers (fiber mesh) may be used; however fibers should be
batched/mixed at the plant and not at the site. In addition, 'the structural engineer must
determine the dosage quantity of fiber to be added. in order to allow some. relative
displacement, the floor slabs should be structurally separated from both columns and load
bearing walls. In addition, slabs should be provided with sufficient joints to control cracking
associated with concrete volume changes. To reduce curling of the floor slab and resulting
cracking, proper curing techniques should be used.
ECS recommends the. following 28-day concrete strengths for different applications. where
repeated traffic and heavy traffic is anticipated at least 4,000 psi 'concrete; for dumpster pad,
handicap parking, and ramps 3,500 psi concrete; and for side walks and interior building slabs
at,least 3,000 psi concrete,
We recommend that a capillary cutoff layer be provided under the floor slabs to prevent the rise
of moisture to the slab. The capillary layer should consist,�at a minimum, of a 4-inch thick clean
sand, crushed stone or washed gravel layer, having a maximum size of 1.5 inches with a
maximum of 2 percent passing the No. 200 sieve. A vapor barrier should be utilized on top of
the aggregate to provide additional moisture protection. This vapor barrier should be placed
immediately before the placement of the floor slab concrete to help minimize damages. Prior to
placing the aggregate for the capillary cutoff layer, the floor slab subgrade soil should be
property compacted, free of standing water or mud, and unyeilding during a final proofro.11.
5.5 Pavement Considerations
Pavement subgrades should be prepared in,accordance with the recommendations in the "Site
and Subgrade Preparation" and "Engineered Fill" sections of this report. We were. provided
with vehicle counts Information associated with the traffic volume at the facility, as 2,500
automobiles per day and a maximum of 4 trucks per day. This corresponds to 10,000 and
100,000 18-kip equivalent single axle loadings (ESA!_S) for light -duty and medium -duty
pavements, respectively. In addition, McDonald's minimum pavement requirement is 3 inches
of asphalt an 6 inches of compacted ABC stone.
In the parking and service drive areas, we. recommend that the pavements be designed as
flexible pavements using guidelines established by the American Association of State Highway

McDonald's Restaurant #32-1588
Spring Lako, North Carolina
ECS Project No. 33:2002-A
Page 92
and Transportation Officials (AASHTO). One California Bearing Ratio (CSR) test was
performed on a sample of the native subgrade soils consisting of silty sand- However, a single
soil type or subgrade condition is not expected to prevail. Based on experience with the various.
subgrade conditions anticipated across the site -and the results of our laboratory tests
performed, we expect that the subgrade conditions will provide a minimum CBR value of about
8, which has been used in the thickness design of each pavement section.
Based on the above CBR value and provided traffic loading conditions, various pavement
sections were evaluated in general accordance to the 1993 "Guide for the Design of Pavement
Structures" by AASHTO. For the purposes of this report the following pavement design criteria
was used: initial serviceability index of 4.2, terminal serviceability index of 2.0, reliability level of
90 percent, and an overall standard deviation of 0.45.
Ligl t.Dtity
Medium Duty
Portland.Cement
Material Designation
Asphalt
Asp. t
Concrete (PCC)::
Pavement
Pavement
Pavement-
Asphalt5urface Course
3.0'inches
3.0 inches
-
(Tv e SF.-9.5A)
Portland Cement Concrete
-
-
'6.0 Inches
A re ate Base Course
6.0 Inches
8.0 Inches
6.0 inches
ECS should be allowed to carefully review these recommendations and make appropriate
revisions based upon the formulation of the final- traffic design criteria for the project. It is
Important to note that the design sections do not account for construction traffic loadings.
The asphalt concrete surface course materials, asphalt concrete binder course materials, and
underlying aggregate base course materials should conform to the current North Carolina
Department of Transportation (NCDOT) Standard Specifications for Roads and Structures. The
aggregate base course materials beneath pavements should be compacted to at least 95
percent.of their -modified Proctor maximum dry density (ASTM D 1557).
Front -loading trash dumpster trucks frequently impose concentrated front -wheel loads on
pavements during loading. This type of loading typically results in rutting of bituminous
pavements and ultimately pavement failures and costly repairs. Similarly, drive-thru lanes also
create severe risk of rutting and scuffing. Therefore, we suggest that the pavements in trash
pickup and drive-thru areas utilize a heavy duty Portland Cement Concrete (PCC) pavement
section. It may be prudent'from an economical standpoint to use rigid pavement sections in all
areas planned for heavy truck traffic. Such a PCC section would typically consist of 6 inches of
4,000 psi concrete over not less than 6 inches of compacted aggregate base course.
Appropriate steel reinforcing and Jointing should also be incorporated into the design of all PCC
pavements.
An important consideration with the design and construction of pavements is surface and
subsurface drainage. Where standing water develops, either on the pavement surface or within
the base course layer, softening of the subgrades and other problems related to the
deterioration of the pavement can be expected. Furthermore, positive drainage should reduce
the possibility of the subgrade materials becoming saturated during the normal service period of
the pavement. In addition, placement of 1/2-inch diameter holes drilled through catch basins at

McDonald's Restaurant #i32-1588
8prfng Lake, North Carolina
ECS Project No. 312302•A
Page 13
or slightly above the subgrade elevation may help,facilitate base course drainage into the catch
basin.
5.6 Seismic Site Class Determination and Liquefaction Potential
Based on Section1613 of the 2012 North Carolina State Building Code, and the ReMi Survey
performed, a Seismic Site Class "C" may be used for design. A weighted average shear wave
velocity (Vs3o) of 1,581.3 ft/sec was measured. Based on the, subsurface conditions
encountered in the soil test borings and expected ground motions at the site, the potential, for
liquefaction at the site is considered low.
5.7 Site Drainaae
Positive drainage should be provided around the perimeter of the building structure to reduce,
the potential for moisture infiltration into the foundation and/or subgrade soils. We recommend,
that landscaped areas adjacent to these structures be sloped away from the construction and
maintain a fall of at least 6 inches for the first 10 feet outward from the structures. Similarly, all
roof drains should drain,a sufficient distance from the building perimeter or discharge directly
into below ground stormwater piping. The parking lots, sidewalks, and other paved areas
should also be sloped to divert surface water away from the proposed -building.
5.8 Construction Considerations
It is imperative to maintain good site drainage during earthwork operations to help maintain the
integrity of the surface soils. The surface of the site should be kept properly graded to enhance
drainage of surface water away from the proposed construction areas during the earthwork
phase of this project. We recommend that surface drainage be diverted away from the
proposed building and pavements areas without significantly interrupting its flow. Other
practices would involve sealing the exposed soils daily with a smooth -drum roller at the end of
the day's work to reduce the potential for infiltration of surface water into the exposed soils.
Once the final subgrade elevation is established, the required thickness of ABC stone should be
placed.
The key to minimizing disturbance problems with the soils is to have proper control of
the earthwork operations. Specifically, it should be the earthwork contractor's
responsibility to maintain the site soils within a workable moisture content range to
obtain the required In -place density and maintain a stable subgrade. Scarifying, drying
and construction phase dewatering operations should be included in the contractor's
price and should not be considered extra. In addition, construction equipment cannot
be permitted to randomly move across the site, especially once the desired final grades
have been established. Construction equipment should be limited to designated lanes+
and areas, especially during wet periods, to help reduce disturbance of the site
subgrades.

McDonald's Restaurant #32-1588
Spring Lake, North Carolina
ECS Project No. 33-2002-A
Page 14
6.0 CLOSING
This report has been prepared in accordance with generally accepted geotechnical engineering
practice. No other warranty is express or implied. Our evaluation of foundation support
conditions has been based on our understanding of the site and 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 the site. If the project information Is incorrect or if the structure location (horizontal or
vertical) and/or dimensions a're 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.
Once the new construction is sited and the project grading plan has been established, ECS
should be contacted to review our recommendations and .provided revisions, as necessary.
Furthermore, ECS: shall be provided a copy of the final, plans and specification in advance of
construction to verify that our recommendations have been correctly .interpreted. ECS is also
performing a Phase I Environmental Site Assessment for the subject site and the report of
finding will be submitted under separate cover.

APPENDIX
Sims Locatioh WO
113,01rq Loodon Mpg=
ReMlTeSt, Results
-UnMed Soil Classific6fiori System
Reference'Noted $or -.Bor"inq Logs
Boring. -togs B-1 through 001
Laboratory Testing Summery

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1
Site ■ • • ! a i i 111111101111111 ...• •
• t it

L.CQ 1
4
'ao
EWMEEa
SCALE
S.
N;
BORING LOCATION
McDonald's (32-158$}
7AFT5MAN
PROJECT NO.
DIAGRAM
�,
Into Ray Rd 8 Overhilis Rd.
MAC
33:2402-A
RF visioNg
SHEET
fi .z
McDonald's
Spring Lake, NC
bATt
a��zsn

0
0
-10
-20
-30
-40
v
O�
' Q
-6
-70
-80
-90
-100
1006 2000.3000 4000 SOIL' 6IX10 I
REMI TEST RESULTS
SITE CLASS "C"
Shear -Wave Velocio fds
b:
McDonalds (32-1588)
Spring Lake, North Carolina
'b
IE7- ECS PROJECT No. 33:2002-A
FIGURE NO, 3

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)
Major. Divisions
Gtoup
SyMbols
Typical Names
Laboratory Classification Criteria
Well-graded gravels, gravel-
.
' IN
sand mixtures; little or no
C = Dw/D,r, greater than 4
a °
fines
C;-(Daof/(Dto0m) between 1 and 3
co 6m
o m
c L
Poorly graded gravels,
i nr
-
GP
gravel-sandmixtures, little or
Not meeting all Gradation requirements for GW
'Fa CD-
no Ones
i
(D
12
N
�
y
N N
y
7 T
a Z
p
c
d
..
L
L
o
GM'
Silty gravels, gravel -sand
Attorberg limits below 'A' lino
o
£
$
rnIxbJres
or P.I. less than:4
Above "A' line with P.I.
0
� °'
� m �
u
�,
between 4 and 7 are,
z
m
W :a
ai
g
borderline cases requiring,
use of dual symbols
GC
Clayey gravels, gravel -sand-
Aiterberg limits below 'A' line
A C
ti
N c w
clay mixtures
L
or P.I. less than 7
e
SW
Well -graded, sands, gravelly
= D®1D,o greater than 6
r
'E, :7G,
m
c
sands, little or no fines
9
C. _ (D„ ?1(D1;xDm) between, I and 3
"D�
N
m
�'•
SP
Poorly graded, sands, gravelly
a
m c
-Not meeting all gradation requirements for 5W
(Da,
sands, little or -no fines
2 o
0�
c
tF
cmm
�c�7m
m
`o
�6
°
d
oro
r`oSz°
m
o
e E
SM•
Silty sands, sand-siH mixtures
o C
Atterberg limits above 'A' line
less 4
limits
_
� n.
or P.I. than
plotting In CL-ML
u
.
-- o ra n
zone with P,I, between 4
7
C E.
N
and are borderline
�7g
C C @ C a
cases requiring use of
N
dual symbols
5C
Clayey sands, sand -day
a- N P r
Atterberg limits above 'A' line
mixtures
02 1 ugi
with P.t, greater than 7
Inorganic sots and very fine
to
ML
sands, rack Flour, silty or
PListicity Chart
clayey fine sands, or clayey
A
silts with slight elasticity
m
60
inorganic clays of low to
CD
Ca
CL
medium plasticity, gravelly
o
Yl
clays, sandy Clays, silty. Clays,
"A`
line
a
lean clays
so
—
Organic silts and organic silty
fl
c
OL
clays of low plasticity
CH
x
wt
40
�
_
m`
Inorganic- silts, micaceous or
CL .
diatomaceous fine sandy or
soils,
30
—
NMFi
silty elastic slily
L°-
20
Hun
OH
m
CH
Inorganic clays of high
ptiO61ty, fat clays
10
—
OH
Organic days of medium to
L= L an 3 OL
r_
--
high plasticity, organic silts
0 —
IT
0 10 20 30 40 50 60 70 W 90 100
W v,
Liquid Limit
w �
Pt
lY
Peat and other highly organic
!3
soils
Diviston.of GM and SM groups into subdlvlslons of d and u are for roads and airfields onty..Subdlvislon 1s based on AtterbeM limits; sutilx d used when
L.L. Is 28 or less and the P. I. Is 8 or less;.thrt suffix u used '&enL.L. is greater than 28,
b Borderline:ciassificstlons, used for 'soils'.'possessing,Ctiaracteristics of twogroups,:are deslgnated;by.cornbinations of group symbols. For example;
GV � C,walf-graded gravel-ssrnd rrrixture with clay binder.: (Fnirn T'abla 2.l tl - Win irko' m and Fang; 1975)

Reference Notes for Boring Logs
Drilling and Sampling Symbols:
SS - Split Spoon Sampler RB - Rock Bit Drilling
ST - Shelby Tube Sampler BS - Bulk Sample,of Cuttings
RC - Rock Core: NX, BX, AX PA - powerAuger (no sample)
PM - Pressuremeter HSA - Hollow Stem Auger
DC - Dutch Cone Penetrometer WS -Wash Sample
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 sampler, as specified_ in ASTM D-1586. The blow count is commonly
referred to as the N-value.
Correlatlon of'Penetration Resistances to Svil Propertles:
Relative Density -Sands. ,Silts
Consistency of Cohesive Soils
'SPT-N.
Relative°Density
N-Values
Consistency
0:- 4
Very Loose.
0-2
Very Soft
5-10
Rno'se
3-4
Soft
11 -'3 04
Medium Dense
E5-8:
Medium Stiff
31 =.50.
Dense
9-15
Stiff
51 or more
Very Dense
1 &30
Very Stiff
31-50
Hard
51 or more
Very Hard
Unified Soil Classification Symbols:
GP
- Poorly Graded Gravel
ML -
Low Plasticity Silts
GW
Well Graded Gravel
MH -
High Plasticity,Silts
GM
- Silty Gravel
GL -
Low Plasticity Clays
GC
- Clayey Gravels
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
SC
- Clayey Sands
(Typical)
IV. Water Level Measurement Symbols:
WL - Water Level
BCR -
Before Casing Removal
WS While Sampling
AdR -
After Casing Removal
WD - While.drilling
Wd -
Wet Cave In
DC-1 -
Dry Cave In
The water levels are those -water levels actually measured in the borehole at the times indicated by the
Symbol. Themeasurements are relatively reliable when angering; 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.

amw
McDonald's USA, LLC — Raleigh R Ion
JOB /
2002—A
90MG j
B-1
ESM
1, 1 _re,
-
t
PROn= NAME
McDonald's 32-1588)-
AHCfirr=T-SNG0IEM
SM IWATIDN
RayRoad and Overhilis Road, SprIn :Lake, NC
Cu�¢tAYa7ss
I 2:7W'��s a+
M"M ■A UQM
IUM x collim x LWr z
x 4
Ma QW= Mmmq 'T 4 # RKUFElr
fiOD%- — ••• REC:%
,p .8llitiDAltD. 0'N
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to 20 so sa e0+
d
5
a
USCRIPTION OF MATERIAL ]WOUM i)NM
BO'lM DF CJ81ZiQ UM OF CIBCUL;TM t
W
SURFACB M "VA=N
6
1
1
20
25.
3
Topsoil. Depth Z'
13:p-7-b);
2 t4}
4 vi-io--j4)
'
1
SS
18
18
Moist. Medium; Dense. Tan. Poorly (traded.
Medfurn SAND (SP)
2.:
SS
18
18
Wolof. Medium - Dena, Tan, Yellow. Brown, J
Clayey. Medium SAND (SC)
3
59
18
'18
( Dense, Orange. Clayey, Medium SAND
Moist, Very Stlfi, Tan, Orange, Medium
Sandy- CLAY (CL)
4
SS
!8
`18
Moist, Medium Dense. Tan. 'Omnoe. Clayey.
Medium SAND (SC)
5
55
18
18
END OF BORING ® 15.0'.
THE STRAT1RCATIQn:LBE9 REMESUff'T}E APPR0DCIMATE BOUIBARY UM BEIVM 5M TYPES DI.9ITIl THE TRAMITIM MAY BE.MAWAL,
�TIL Oa AD
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DRILLER: J & L Drilling. Inc.
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GI11M
SPlE IACATION
RayRoad and Overtiills Road, Spring Lake, .NC
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g e
HOCS GFtiL[s! �tpu!®1i paCOV> r
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DIILYCHPnON OF WATKHM ENGIISH UNITS
BMM air CAM'W--- UM ov LR IATMN f-
9
MWACH XXViTION
5
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20
25
Topsail Depfh Y
..9
(�3 ss- 32
(t3 I}-fe 3D
21 (s Etta
1
SS
' 18
18,
Maisf, Loose. Tan, Silty. Medium SAND
(SM)
2=
SS
1B
18
MOM, Loots.'Tan. Clayey. Medlum'SAND
(SC)
3
SS
:18
is.
Moist. Dance, orange, Tan, Clayey,
Medium SAND (SC)
Moist. Medium Dense. Orange. Clayey.
Medium SAND (SC)
4
SS
18
113
Main, Very SHff. Gray, Fine Sandy CLAY
(CL)
5
SS
.18
' 18
END OF BORING .@ 15.0'
TM VRAT71CAT= I DIM REPRESEM TIC AWRO) D'IATE eal1T M LUIM BETVEEM S03L TYM VF-SITU THE TRAtIMTMK MAY K GRAW&
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I*I ? ;"
oo�= co»1aea, OV t 7 12
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= CME 75 mmw M. AIMKIQ
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me 0
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smear
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McDonald's USA, !LC - " h Region
2002--A
B-3
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'
PROr= NAME
AHCEMCT-sNGrnfM
McDonald's 32-1588
MM LOCATION
-d- Amu P!W►R�oYStlai
Ray Road and Overhllls Road, Spring take, NC
A e ' a 4 a+
PLASTIC TAM MUM
LUM x cm nwm x T x
A
rocs QuAuff na�ruta't3aa� gsoaysrnr
RGDX-40x. — REc —boo
®arAx PrffxTumx
20 so: 40 Go+
r
DaSCAIP ON OP, MATZRIAL ENGLM UNrrB
Bo mm aR CdMGW-toas:Dr CMCOLATfUt1 y
MWAM ELEVATION
0l0
Topsoil Deptil 2`
1
SS
18
18
' MoWt. Loose, Tan. Sntr. Medlum SAND r
(sm)
:r
9
18
.SS
L8
18
Mollf' Medium l Dense. Tan. Orange, m SA
Clam. MediuND (SC)
.5
? {3 14y
3
SS
.18
18
Molsf, Vary SHli.'Tan, go, Medium
Sandy GAY (CL)
24{a-11�16}
Moot. Medium Genes. Orange, Tan,
C1a)'ry, Mod
um. Meum. SAND (SC)
4
S§
18'
19:
1
18{7-$-10)
S
ss
113118
1
END OF BORING 0 15.0'
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Fayetteville, North Carolina
Laboratory Testing Summary
Project Number: 2002-A Project Name: McDonald's (32-1588) Spring Lake, NC
Project Engineer; T.B.B. Principal Engineer: C.N.
Date: 6/1/2012
Summary by: M.A.C.
Boring Number
! Sample
Number
Sample I. D.
Depth
(Feet)
Moisture
Content
M
uSCS
Liquid
Limit
Plastic
Limit
Plasticity
Index
Percent'
Passing
No: 200
Sieve
Compaction_•
Test Standard'Deviation
Maximum
Density
(pcn)
'Optimpr9l
Moist;ra
M
CBRl
I Smell
Q8R
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%)
1349
1. to .
2.4
Norio Note
to' :
1
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None Note
-
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1:
119.4 J
8.0
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1 27.4_
_ -' one Note
Test Methods. ASTM D854-00 : 'Specific Gravity of Soil Solids by.Water Pycnometer
ASTM.D698-07 : Laboratory Compaction Characteristic of Soil Using Standard Effort ((12,400 ft-lbVft'd(600 kN-mlm�))
ASTM 04318-00 : Liquid Limit, Plastic Limit, and Plasticity Index of Soils
ASTM D422-63 : Particle -Size Analysis of Soils
ASTM D2487-00 : Classification of Soils for Engineering Purposes (Unified Soil Classlficstion System)
ASTM D2216-0O.: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
ASTM D1883-99 : California Bearing Ratio of Laboratory -Compacted Soils
ASTM"D1557-00 : Laboratory Compaction Characteristics of Soil Using Modified Effort (66,000 ft-IbUlt")
ASTM D1140,00 : Amount of Material in Soils Finer Than the No, 200 Sieve
Summary Key:
NC = NCDOT Test Method Hyd = Hydrometer UCS = Unconfined Compression Soil SA = See Attached
S = Standard Proctor Con = Consolidation UCR = Unconfined'Compression Rock NP = Non Plastic
M= Modified Proctor DS = Dlrect'Shear LS = Lime Stabilization = Test Not Conducted
GS = Specific Gravity CS = Cement Stabilization OC = Organic Content