SW4191201_17-116 Geotech Report_1/2/2020

JCL EINFEL DAFR
Bright People, Right Solutions,
REPORT OF SUBSURFACE EXPLORATION
ROBINHOOD ROAD MIDDLE SCHOOL
ROBINHOOD ROAD
WINSTON-SALEM, NORTH CAROLINA
KLEINFELDER PROJECT NO. 20183894.001A
JUNE 1, 2018
Copyright 2018 Kleinfelder
All Rights Reserved
ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE
SPECIFICPROJECT FOR WHICH THIS REPORT WAS PREPARED.
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KLEINFELOER
A Report Prepared for:
Mr. Nick Seeba
Construction Project Manager
Winston-Salem/Forsyth County Schools
475 Corporate Square Drive
Winston-Salem, North Carolina 27105
REPORT OF SUBSURFACE EXPLORATION
ROBINHOOD ROAD MIDDLE SCHOOL
ROBINHOOD ROAD
WINSTON-SALEM, NORTH CAROLINA
Prepared by:
�a 1111s�
Daniel H. Kubinski, PE
Staff Professional
Revi`e�uV Iygl`'"+,Nl
ALY
Xavier C. Barre4t2PN6 {e No. 15741
KLEINFELDER
Firm No. F-1312
7343 West Friendly Avenue I Suite B
Greensboro, North Carolina 27410
P 1336.668.0093
F 1336.668.3868
June 1, 2018
Kleinfelder Project No. 20183894.001A
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KLEINFELOER
TABLE OF CONTENTS
1 INTRODUCTION AND SUMMARY......................................................................................1
2 PROJECT DESCRIPTION...................................................................................................3
3 SCOPE OF INVESTIGATION..............................................................................................5
3.1 FIELD EXPLORATION.............................................................................................5
3.2 LABORATORY TESTING........................................................................................5
4 FINDINGS............................................................................................................................7
4.1
SITE CONDITIONS..................................................................................................7
4.2
SUBSURFACE CONDITIONS.................................................................................7
4.3
GROUNDWATER.....................................................................................................8
4.4
LABORATORY RESULTS.......................................................................................9
4.5
SITE GEOLOGY.......................................................................................................9
4.6
GEOLOGIC HAZARDS............................................................................................9
5 CONCLUSIONS
AND RECOMMENDATIONS..................................................................10
5.1
GENERAL..............................................................................................................10
5.2
SEISMIC SITE CLASSIFICATION.........................................................................11
5.3
FOUNDATION SUPPORT (SHALLOW FOUNDATIONS).....................................11
5.4
FLOOR SLAB SUPPORT.......................................................................................12
5.5
PAVEMENT SUPPORT.........................................................................................12
5.6
CUT AND FILL SLOPES........................................................................................13
5.7
BMP POND AREAS...............................................................................................13
5.8
GROUNDWATER CONTROL................................................................................14
5.9
BELOW -GRADE WALLS.......................................................................................15
6 CONSTRUCTION
CONSIDERATIONS.............................................................................17
6.1
SITE PREPARATION.............................................................................................17
6.2
EXCAVATION........................................................................................................18
6.3
FILL MATERIAL AND PLACEMENT......................................................................18
6.4
FILL MOISTURE CONDITIONING.........................................................................19
6.5
SHALLOW FOUNDATION CONSTRUCTION.......................................................20
6.6
WINTER GRADING................................................................................................21
7 ADDITIONAL SERVICES..................................................................................................22
FIGURES
1 Exploration Location Plan and Vicinity Map
2 2018-5-1 1-New Option #6b Plan
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1 KLE/NFELOER
APPENDICES
A Boring Logs
B Laboratory Test Results
C GBA Document
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ROBINHOOD ROAD MIDDLE SCHOOL
ROBINHOOD ROAD
WINSTON-SALEM, NORTH CAROLINA
1 INTRODUCTION AND SUMMARY
This report presents the results of a subsurface exploration and geotechnical engineering evaluation
completed by Kleinfelder, Inc. for Winston-Salem/Forsyth County Schools. This work was authorized
via Standard Contract for Services by Nick Seeba of Winston-Salem/Forsyth County Schools and
was completed in general accordance with Kleinfelder's Proposal No. GSO17P68015, dated
October 26, 2017, and revised November 15, 2017. The purpose of Kleinfelder's subsurface
exploration and geotechnical engineering evaluation was to provide recommendations for the design
and construction of foundations, floor slabs, and pavements including general earthwork and site
preparation recommendations.
In summary, the site appears to be suitable for the intended development provided the
recommendations outlined in this report are properly incorporated in the design and construction
phases of the project. The following items warrant particular concern:
• Topsoil depths may be greater than those reported at the boring locations, with
increased thicknesses expected in heavily wooded areas. The expected depth of
topsoil can have a significant effect on the earthwork volumes.
• NCDENR requires a minimum 2 feet separation distance between the pond
bottom and the seasonal high groundwater elevation.
• A portion of the soils at borings B-6, B-8, B-16 to B-18, B-20, B-22, B-23, and B-
26 within or near the pavement limits consist of highly plastic Fat Clay soils. These
soils are not suitable for direct support of pavements due to the potential for
volumetric changes with seasonal variations in moisture content and subsequent
effects on pavement performance.
• A portion of the soils at borings B-27 and B-32 at proposed finished floor elevation
consist of highly plastic Fat Clay soils. These soils are not suitable for direct
support of floor slabs or shallow foundations due to the potential for volumetric
changes with seasonal variations in moisture content and subsequent effects on
structural performance.
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• Onsite soils contain sufficient silt and clay to render them moisture sensitive, and
therefore, difficult to adjust the moisture content of the soil. It is recommended
that site development be performed during seasonally dry weather as rainy
months will require extra effort to moisture condition the soil and potentially impact
the project schedule and cost.
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2 PROJECT DESCRIPTION
The project site is located near the intersection of Lewisville Vienna Road and Robinhood Road in
Winston-Salem, North Carolina as shown on the Exploration Location Plan and Vicinity Map - Figure
1, included in the Appendix. Based on the site plan titled "2018-5-1 1-New Option #6b" provided by
Nick Seeba, the project will include the items below:
• The site includes a middle school, one field option, bus service driveway, parent and
visitor driveway, four stormwater BMPs, and two retaining walls.
• The middle school building finished floor elevation is approximately 850 feet MSL.
Maximum cuts and fills are not expected to exceed 12 feet and less than 1 foot,
respectively, to reach the finished floor elevations.
• Based on Kleinfelder's experience with similar projects, column and wall loads are
estimated to be on the order of 300 kips each and 6 kips per foot (kpf), respectively.
• The Multi -Purpose Field Option will have a finished grade elevation of approximately
836 feet MSL. Maximum cut and fill are expected to be approximately 25 feet and 16
feet, respectively, to reach subgrade elevations.
• The bus service driveway finished grade elevation was not known at the time of this
report. Two retaining walls are proposed for the driveway. Each retaining wall is
approximately 15 feet tall. The type of wall, length of wall, and top and bottom
elevations of the wall were not known at the time of this report. The driveway will
consist of heavy duty concrete or heavy-duty asphalt.
• The parent and visitor driveway finished grade elevation was not known at the time
of this report. The driveway will consist of standard duty asphalt.
• Traffic conditions for the bus service driveway are anticipated to include a design
period of 20 years, one percent growth, 5 days per week operating schedule, and a
traffic volume of 240 buses per week, 1 fire truck per week, 10 delivery trucks per
week, 5 total dump trucks per week, and 200 cars/SUVs trucks per week.
• Traffic conditions for the parent and visitor driveway are anticipated to include a
design period of 20 years, one percent growth, 5 days per week operating schedule,
2 additional days for recreation activities at the multi -purpose field option, and a traffic
volume of 4,000 cars/SUVs per week and 1 fire truck per week.
Site grading is anticipated to achieve finished pavement grade, finished floor
elevation, and stormwater BMP crest and bottom of pond elevations.
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• Stormwater BMP basin crest elevations and bottom of pond elevations were not
known at the time of this report. There are four stormwater BMPs for the site.
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3
3.1 FIELD EXPLORATION
SCOPE OF INVESTIGATION
The subsurface exploration included the completion of 27 borings (B-6 to B-32) at the approximate
locations shown on the Exploration Location Plan and Vicinity Map — Figure 1, in the Appendix.
Borings B-1 to B-5 were not drilled due to constraints related to property acquisition. The boring
locations were established in the field by personnel from Kleinfelder using a handheld Trimble GPS
unit. Clearing with a forest mulcher was performed to access the boring locations.
The borings were advanced to depths ranging from 19.9 to 58.9 feet below the ground surface (bgs)
using continuous -flight, hollow -stem augers. Standard Penetration Tests (SPT) were performed at
approximately 2.5-foot intervals to a depth of 10 feet and at 5-foot intervals thereafter to the depths
explored in general accordance with ASTM D 1586. Standard Penetration Test data (SPT N-values)
were used to estimate the in -situ soil strength and density. Soil samples were obtained at each test
interval. Groundwater measurements were recorded in each boring during and immediately after
drilling. Selected borings were left open for a 24-hour groundwater reading. Borings B-12, B-13, B-
19, and B-21 located at the proposed stormwater BMPs had a piezometer installed for 24-hour
groundwater reading. Afterwards, the borings were backfilled with the auger cuttings.
A Kleinfelder engineer logged the borings in the field using the visual -manual method. The lines
designating the interfaces between various strata are approximate. The transition between the strata
may be gradual in both the vertical and horizontal directions. The boring logs are presented in
Appendix A along with a description of the field procedures, and terms and symbols used on the
boring logs.
3.2 LABORATORY TESTING
Kleinfelder performed tests on select samples to evaluate physical and engineering properties. The
laboratory testing included the following tests performed in general accordance with the referenced
standard:
• Moisture Content (ASTM D 2216);
• Material Finer than Number 200 Sieve (ASTM D 1140); and
• Atterberg Limits (ASTM D 4318).
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Boring logs were prepared using the observations made in the field as well as the results of the
Kleinfelder laboratory testing. Laboratory test results are included in Appendix B and summarized on
the boring logs presented in Appendix A. A brief description of the laboratory test procedures is
included in Appendix B.
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4 FINDINGS
4.1 SITE CONDITIONS
The project site is located near the intersection of Lewisville Vienna Road and Robinhood Road in
Winston-Salem, North Carolina. The site is heavily wooded, with several unimproved (gravel roads)
and an electrical easement. Two prominent drainage features are present. One feature is located on
the west and north side of the site, passing under the proposed bus service driveway. A second
feature is located on the southeast side of the site south of Multi -Purpose Field and to the east of the
visitor parking lot. The drainage features extend along either side of the ridge, draining to the
northeast. The ground elevation varies from a broad ridge extending southwest to northeast in the
central portion, down to the north and south with an elevation differential of about 70 feet.
4.2 SUBSURFACE CONDITIONS
The subsurface conditions at the site, as indicated by the boring logs, generally consist of a residual
soil profile overlying weathered rock. Detailed descriptions of the major soil and rock strata
encountered are shown on the boring logs. The major soil and rock groups encountered during the
field evaluation are described herein in the general order of occurrence.
Topsoil is present at borings B-6, B-13, B-17 to B-28, and B-32 ranging in thickness from 0.3 to 0.8
foot.
Residual soils are present below the topsoil at borings B-6, B-13, B-17 to B-28, and B-32 and at the
ground surface at borings B-7 to B-12, B-14 to B-16, and B-29 to B-31. Residual soils are formed by
the in -place chemical and mechanical weathering of the parent bedrock. The residual soils in
Kleinfelder's borings generally consist of dry to wet, loose to very dense, non -plastic to low plasticity,
Silty Sand (SM) and dry to wet, soft to very stiff, low to medium plasticity, Silt (ML), Lean Clay (CL),
Silty Clay (CL-ML) with varying amounts of sand, and dry to moist, medium stiff to hard, high
plasticity, Fat Clay (CH) with varying amounts of sand. Depths of Fat Clay ranged from the ground
surface to 5.5 feet bgs within or near the pavement limits and the ground surface to 11 feet bgs in
the building footprint. SPT N-values recorded in the residuum range from 3 to 76 bpf with typical N-
Values ranging from 3 to 10 bpf. Borings B-6 to B-25 and B-27 to B-31 were terminated in the
residuum.
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Weathered rock is present below the residual soil at borings B-26 and B-32. Weathered rock is
defined as any residual material which exhibits a Standard Penetration Resistance in excess of 100
bpf, but less than 50 blows per 0.1 foot. Weathered rock represents the transition between residual
soil and bedrock (SPT N-values > 50 blows per 0.1 foot). Weathered rock in Kleinfelder's borings
generally samples as dry, very dense, non -plastic, Silty Sand (SM). Borings B-26 and B-32 were
terminated in weathered rock.
Auger refusal was not encountered during the subsurface exploration.
4.3 GROUNDWATER
Groundwater was observed at depths ranging from 6.2 feet to 43.5 feet bgs during, at the end, or
after completion of drilling. Groundwater was encountered in borings B-12, B-13, B-15, B-19, 13-
21,and B-27 to B-32 as presented in table 4-1. Groundwater readings after completion of drilling
were measured between 1 and 5 days after drilling. Some fluctuation in groundwater levels can occur
with climatic and seasonal variations, with the highest groundwater levels generally expected
between March and May. Seasonal low groundwater levels are generally expected between
September and November. Therefore, subsurface water conditions at other times may be different
from those described in this report.
TABLE 4-1: GROUNDWATER READINGS
DEPTH TO GROUNDWATER
DEPTH TO GROUNDWATER
DEPTH TO GROUNDWATER AFTER
BORING
DURING DRILLING
(FT BGS)
AT THE END OF DRILLING
(FT BGS)
COMPLETION OF DRILLING
(FT BGS)
*NE = Not Encountered
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4.4 LABORATORY RESULTS
The results of Kleinfelder's laboratory tests are summarized below:
TABLE 4-2: LABORATORY TEST RESULTS
BORING
B-7
DEPTH
1.0 - 2.5
MOISTURE•PLASTICITY
CONTENT
26.4
LIMIT
45
LIMIT
24
INDEX
21
USCS
CLASSIFICATION
CL
B-8
3.7 - 5.2
18.6
52
25
27
CH
B-12
3.5 - 5.0
25.2
47
24
23
CL
B-15
13.5 - 15.0
35.8
45
23
22
CL
B-20
1.0 - 2.5
29.6
63
29
34
CH
B-27
8.5 - 10.0
25.3
52
25
27
CH
B-28
8.5 - 10.0
21.3
46
38
8
M L
B-29
18.1 - 19.6
42.9
47
23
24
CL
B-30
1.0 - 2.5
31.8
49
25
24
CL
B-32
18.5 - 20.0
33.6
40
22
18
CL
4.5 SITE GEOLOGY
The site is located in the Milton Belt of the Piedmont Physiographic Province. The soil overburden in
this area is underlain by Biotite Gneiss and Schist. The rock types contain inequigranular, locally
abundant potassic feldspar and garner; interlayered and gradational with calc-silicate rock,
sillimanite-mica schist, mica schist, and amphibolite. The rocks types can contain small masses of
granitic rock.
4.6 GEOLOGIC HAZARDS
Based on Kleinfelder's understanding of the subsurface conditions and local geology, no geologic
hazards are anticipated at the site.
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5 CONCLUSIONS AND RECOMMENDATIONS
5.1 GENERAL
Kleinfelder's geotechnical services for this project were performed in a manner consistent with that
level of care and skill ordinarily exercised by other members of its profession practicing in the same
locality, under similar conditions and at the date the services are provided. Kleinfelder's conclusions,
opinions, and recommendations are based on a limited number of observations and data. Due to the
prevailing geology, it is possible that conditions could vary between or beyond the data evaluated.
Consequently, there may be undisclosed subsurface conditions that may require special treatment
or preparation once these conditions are revealed during construction. Kleinfelder makes no other
representation, guarantee or warranty, express or implied, regarding the services, communication
(oral or written), report, opinion, or instrument of service provided.
This report may be used only by the Client and the registered design professional in responsible
charge and only for the purposes stated for this specific engagement. Recommendations presented
herein should not be extrapolated to other areas or used for other projects
The work performed was based on project information provided by Nick Seeba of Winston-
Salem/Forsyth County Schools. Once the project plans are completed, Kleinfelder should be
retained to review the plans and specifications and confirm that Kleinfelder's recommendations
were properly incorporated.
If there are any changes in the field to the plans and specifications, Winston-Salem/Forsyth County
Schools must obtain written confirmation from Kleinfelder's engineer that such changes do not affect
its recommendations. In addition, if subsurface conditions are encountered during construction which
differ from those indicated by Kleinfelder's borings, Kleinfelder should be retained to review its
recommendations in light of the new information and make any necessary changes.
The recommendations outlined in this report should not be construed to address moisture or water
intrusion effects after construction is completed. Proper design of landscaping, surface and
subsurface water control measures are required to properly address these issues. In addition,
proper operation and maintenance of building systems is required to minimize the effects of
moisture or water intrusion. The design, construction, operation, and maintenance of
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waterproofing and dampproofing systems are beyond the scope of Kleinfelder's services for this
project.
5.2 SEISMIC SITE CLASSIFICATION
Based on the results of Kleinfelder's borings, the subsurface conditions at the Site appear to be
consistent with a site classification of "D" as defined by the current North Carolina Building Code
5.3 FOUNDATION SUPPORT
Fat clays are present at borings B-27 and B-32, at the finished floor elevation. These soils are
not suitable for direct support of shallow foundations. Due to the presence of Fat Clay, Kleinfelder
recommends that the foundations within the building bear at least 3 feet below the finished grade.
Based on the results of Kleinfelder's borings, the proposed structures can be adequately supported
on shallow foundation systems consisting of spread or continuous footings bearing on undisturbed
residual soils or controlled structural fill. Kleinfelder recommends that a net allowable bearing
pressure of up to 3,000 pounds per square foot (psf) be used for design of spread footings and
continuous footings provided the recommendations presented in this report are implemented. 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 18
inches and 24 inches, respectively, should be maintained to reduce the possibility of a localized,
"punching" type, shear failure.
Kleinfelder recommends that testing of the foundation bearing grades be completed during
construction to confirm the allowable bearing pressure recommended above if undisturbed residual
soil or controlled structural fill is encountered. The confirmation testing should include the
performance of dynamic cone penetrometer (DCP) tests as discussed in Section 6.5 of this report.
If weathered rock is encountered, the bearing surface should be observed by a geotechnical
engineer to confirm the suitability of the bearing materials with respect to the recommended allowable
bearing pressure.
Based on the structural loading conditions outlined in this report and the subsurface conditions
encountered at the boring locations, empirical analyses indicate that the total settlement potential of
foundations is not expected to exceed approximately 1 inch. The differential settlement potential of
structure foundations is not expected to exceed '/2 inch between boring locations. Foundation
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geometry and loading conditions different than those described in this report will result in magnitudes
of settlement inconsistent with the previous estimates.
5.4 FLOOR SLAB SUPPORT
Fat clays are present at borings B-27 and B-32, at the finished floor elevation. These soils are
not suitable for direct support of floor slabs. Fat clays should be removed to a depth of at least 2
feet below the floor slab subgrade elevation within any building limits; however, additional
excavation or stabilization may be required based on the exposed subgrade condition. The
materials should be replaced with structural fill as outlined later in this report.
The proposed slab -on -grade floor systems can be adequately supported on undisturbed residual
soils provided the recommendations outlined herein are properly implemented. Design of the floor
slab may be based on a maximum Modulus of Subgrade Reaction (ks) of 100 pounds per cubic inch
as related to a standard 30-inch diameter plate load test. The floor slab should be structurally isolated
from the building foundations to allow independent movement. Kleinfelder recommends that a
granular material be placed immediately beneath the floor slab to provide a capillary break and to
increase the load distributing capabilities of the floor slab system.
5.5 PAVEMENT SUPPORT
Fat clays are present at borings B-6, B-8, B-16 to B-18, B-20, B-22, B-23, and B-26 within or near
the pavement limits. These soils are not suitable for direct support of project pavements. These
materials become unstable and can be difficult to place and compact at higher moisture contents.
Fat clays should be removed to a depth of at least 2 feet below the pavement subgrade elevation;
however, additional excavation or stabilization may be required based on the exposed subgrade
condition.
The existing undisturbed residual soils or controlled structural fill can provide adequate support for
pavement structures provided the recommendations outlined herein are properly implemented. The
recommended pavement sections for the standard and heavy-duty systems are provided in the
table below:
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TABLE 5-1: PAVEMENT DESIGN SECTION
PAVEMENT SYSTEM
MATERIAL TYPE
MATERIAL THICKNESS (INCHES)
Standard Duty Asphalt
S9.5A Surface Mix
2.00
Aggregate Base Course
6.00
Heavy Duty Asphalt
S9.5B Surface Mix
3.00
119.013 Intermediate Mix
2.50
Aggregate Base Course
8.00
Heavy Duty Concrete
650 psi Concrete
6.00
Aggregate Base Course
6.00
The standard duty pavement areas should be clearly designated, and heavy trucks should not be
allowed on this pavement area. Additionally, if a dumpster is planned for the project, the refuse
collector should be consulted to determine the size, thickness, and layout of the required concrete
pad.
5.6 CUT AND FILL SLOPES
Permanent cut and fill slopes should be no steeper than 2(H):1(V) and should be properly seeded
and mulched to minimize erosion. For maintenance purposes, the permanent slopes may need to
be flatter to allow access to mowing equipment. Temporary slopes in confined or open excavations
should perform satisfactorily at inclinations of 1.5(H):1(V). All confined excavations, such as trenches
and footing excavations, should conform to applicable OSHA regulations.
5.7 BMP POND AREAS
The seasonal high ground water elevation information is based on the results of the 24-hour
groundwater measurement in piezometers installed at borings B-12, B-13, B-19, and B-21, and
fluctuations indicated in groundwater monitoring wells for Davie County (H-61 U1) and Yadkin
County (F-62J1) in the NCDENR web database. For this report, Monitoring Well Nos. H-61U1
and F-62J1 were utilized. Groundwater readings after at least 1 day after completion of drilling
are presented in Table 5-2.
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TABLE 5-2: GROUNDWATER READINGS AFTER COMPLETION OF DRILLING
BORING
DEPTH TO GROUNDWATER AFTER ELEVATION
OF GROUNDWATER
COMPLETION OF DRILLING AFTER
(FT BGS)
COMPLETION OF DRILLING
(FT MSL)
The anticipated seasonal high groundwater can vary up to ± 4 feet over the course of a year.
Kleinfelder recommends a seasonal high groundwater elevation of 809 feet MSL for stormwater
BMP #1 (east of bus service driveway) and BMP #2 (west of bus service driveway), 831.5 feet
MSE for stormwater BMP #3 (west of middle school), and 828.8 feet MSL for stormwater BMP #4
(south of middle school).
Additionally, the static ground water levels encountered at the monitoring well locations as well
as the seasonal high ground water levels are likely affected by variations in seasonal precipitation
magnitudes and in -situ soil conditions throughout the BMP pond areas, in conjunction with the
existing and finished elevations.
5.8 GROUNDWATER CONTROL
Groundwater was encountered in borings B-12 and B-13 within 10 feet of the existing ground
surface during, at the end, or after completion of drilling. As a result, temporary dewatering may be
required to facilitate construction. The groundwater level can be temporarily lowered in smaller
areas by pumping from sumps in the excavation bottoms. For larger structures which will require
that excavations be open for significant periods, sumps can also be utilized, but can be expected
to extend deeper below the working surface. Based on the soil types present in our borings at
and below the excavation bottom elevation, we recommend the groundwater be lowered to at
least 5 feet below the excavation bottom elevation. Design of the temporary dewatering system
was beyond our scope of services for this project. The invert depth of the dewatering system
should be expected to be several feet deeper than the excavation bottom, depending on the
spacing and configuration of the dewatering system.
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The dewatering system should be installed a minimum of 4 weeks before excavation extends to
within 4 feet of the excavation bottom. When the excavation approaches this level, the effect of
the excavation method should be observed. If disturbance of the sub grade is noted, the
excavation procedures may require modification.
Even though the temporary dewatering system will lower the groundwater level to below the
project excavation depths, the soil moisture content at the working elevation will remain near
saturation. The operation of rubber -tired construction equipment (Lulls, concrete trucks, etc.) on
the subgrade surface will quickly degrade the surface. The subgrade surface should be protected
during construction or the damaged subgrade repaired prior to floor slab construction.
Also note that the moisture content of any soils excavated from below the excavation bottom
elevations (such as for utility trenches below the floor slab) will be near saturation. Moisture
modification (drying) of these soils will be required to obtain compaction.
5.9 BELOW -GRADE WALLS
All below -grade walls should be designed to withstand lateral earth pressures from the backfill and
supported soils. Additionally, the walls should be designed to resist the lateral components of
surcharge loads occurring within a zone defined by a plane extending up at a 45-degree angle from
the base of the wall.
Kleinfelder recommends the following soil parameters for wall design provided the excavated
site soils with USCS classifications of SM, CL-ML, ML, and CL will be used for backfill against
the below -grade walls. Elastic silts (MH) and fat clays (CH) should not be placed behind
retaining walls.
TABLE 5-3: BELOW GRADE WALL SOIL PARAMETERS
-A 0 111 W-11 ZA 2 11
IM 0 1 =0
Active Earth Pressure Coefficient, ka
0.35
0.30
0.20
At -rest Earth Pressure Coefficient, ko
0.55
0.50
0.30
Passive Earth Pressure Coefficient, kp
2.75
3.00
4.00
Friction Factor for Base Sliding
0.35
0.45
0.55*
Resistance, tan b
125 pcf
1 120 pcf
105 pcf
Moist Soil Unit Weight, yn,
"Use for Weathered Rock
20183894.001A I GS018R79206 Page 15 June 1, 2018
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KLEINFELOER
8ri9h[PeoPVe. Ri4ht5alutiona.
Imported soils proposed for use as wall backfill should be properly evaluated by a geotechnical
engineer with respect to the recommended parameters.
For freestanding retaining walls, the passive pressure resistance at the toe above the frost depth
should be neglected in calculating the resistance to sliding. Additional sliding resistance should be
obtained by increasing the base width or adding a key.
It should be noted that for initiation of active earth pressures a lateral translation of 0.2 to 0.4 percent
of the free height of the wall is required. Horizontal translation equivalent to approximately 0.5 percent
of the embedded depth of the wall will be required for initiating the passive earth pressure.
Proper performance of the wall is predicated on the structure being founded above the groundwater
table and the backfill being maintained in a drained condition. To promote drained conditions behind
the retaining wall, Kleinfelder recommends that the below grade portions of the walls be covered with
a prefabricated drainage panel and hydraulically connected to a perimeter drain located at the base
of the foundation. As an alternative, the buried wall could be backfilled with clean granular backfill
allowing the free flow of water to the foundation drain. The foundation drain should transfer any water
by gravity to outlet in the storm drainage system.
20183894.001A I GSO18R79206 Page 16 June 1, 2018
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KLEINFELOER
8ri9h[PeoPVe. Ri4ht5alutiona.
6 CONSTRUCTION CONSIDERATIONS
6.1 SITE PREPARATION
Initial site preparation should include the removal of topsoil, high plasticity soils, and other soft or
unsuitable material from within the outline of the proposed structure or areas scheduled for
pavement. The topsoil may be stockpiled separately for use in future landscape activities.
Although topsoil thicknesses at Kleinfelder's boring locations range from 03 to 0.8 foot, it must be
noted that topsoil thicknesses across the sites will vary. Significantly greater thicknesses are likely to
be present in low-lying or heavily wooded areas. Also note that during wet conditions, rubber -tired
equipment will mix topsoil with the underlying residual soils, resulting in stripping depths greater than
the topsoil depths indicated in Kleinfelder's borings.
Upon completion of the stripping operations, the exposed subgrade in areas to receive fill should be
proofrolled with a loaded dump truck or similar pneumatic -tired vehicle with a minimum loaded weight
of 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 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 compacted fill. Based on Kleinfelder's site
reconnaissance and subsurface findings, we anticipate the need for undercutting in the vicinities of
borings B-27 and B-32 at the proposed middle school, and borings B-6, B-8, B-16 to B-18, B-20,
B-22, and B-23 within the proposed pavement limits.
Kleinfelder recommends the construction contract include an allowance for undercutting of soft or
loose subgrade soils, high plasticity soils, and for replacement with controlled structural fill. Actual
undercut volumes should be determined by field measurement. Methods such as counting trucks
should not be used for determination of undercut volume as they are less accurate and often result
in additional expense to the Owner. Kleinfelder also recommends the construction contract include
unit prices for scarifying and drying wet subgrade soils.
Kleinfelder cautions that the subgrade soils exposed after topsoil stripping contain sufficient silt
and clay to render them both moisture sensitive and frost susceptible. Due to their moisture
20183894.001A I GS018R79206 Page 17 June 1, 2018
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KLEINFELOER
8ri9h[PeoPVe. Ri4ht5alutiona.
sensitivity, water from storm runoff must be controlled during earthwork and construction activities
by intercepting and draining the runoff away from the site to prevent water from ponding on or
saturating the soils within the excavations or on final grades. These soils may become unstable
due to the presence of excess moisture and normal construction equipment traffic over them.
Accordingly, construction traffic should be kept to a minimum on the exposed soils to minimize
the potential for creating an unstable subgrade. Kleinfelder recommends that site development
be performed during seasonally dry weather and excavation/site preparation operations not be
performed during or immediately following periods of high precipitation. Consideration should be
given to constructing and maintaining designated haul/access roads across the site to better
control equipment traffic patterns and minimize disturbance to the sensitive subgrade soils
following stripping and cut/fill operations.
6.2 EXCAVATION
Generally, the on -site soils can be excavated with conventional construction equipment. However,
where weathered rock (SPT N-value greater than 100 blows per foot but less than 50 blows per 0.1
foot) is present, loosening with a large dozer (D-8 or similar size) equipped with a single tooth ripper
or a large track -mounted backhoe (Caterpillar 235 or similar size) may be required prior to removal.
Bedrock requires blasting to facilitate removal.
6.3 FILL MATERIAL AND PLACEMENT
Earthwork should be accomplished in accordance with Appendix J of the 2012 North Carolina
Building Code with the exception of the compaction criteria outlined below. For earthwork purposes,
Kleinfelder recommends a shrinkage factor (in -situ to compacted condition) of 17 percent be applied.
Based on the results of Kleinfelder's visual observations and laboratory testing, the residual soils
observed in Kleinfelder's borings appear suitable for use as project fill with exception of high
plasticity soils, provided the recommendations outlined in this report are properly implemented in
the project plans and specifications.
The fat clays are not suitable for use as structural fill within the building footprint. These soils can
be disposed onsite in nonstructural areas. As an alternative, the soils can be disposed of onsite
under paved areas, provided at least 4 feet of structural fill is placed between them and the
pavement subgrade elevation. As previously noted, these soils can be difficult to place, moisture
condition, and compact.
20183894.001A I GS018R79206 Page 18 June 1, 2018
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KLEINFELOER
8ri9h[PeoPVe. Ri4ht5alutiona.
All imported fill used for the project should be a clean soil free of organic matter and debris with a
Plasticity Index of less than 20. Preferable soil types, as defined by USCS, consist of GW, GM, SW,
SM, SC, ML and CL soils. 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). All fill in building
areas should be placed during the initial stages of site development and prior to any foundation
construction. This will assist in the consolidation of natural soils below the additional load imposed
by the fill. The majority of consolidation of the soils under the new fill will likely occur within one month
following fill placement.
Kleinfelder recommends the structural fill for the project be placed in horizontal lifts not exceeding 8
inches loose thickness and compacted to at least 95 percent of the Standard Proctor maximum dry
density. Kleinfelder recommends that the soil moisture be adjusted as required in the field to maintain
a compacted moisture content of ±3 percent of the optimum moisture content, for optimum
placement of project fill with the added requirement that fill soils placed wet of optimum remain stable
under heavy pneumatic -tired construction traffic. Moisture conditioning for compaction purposes is
discussed in Section 6.4 of this report.
To provide for proper compaction of the fill slope faces, Kleinfelder recommends that all fill slopes
be overfilled to a distance from the finished slope face that will allow compaction equipment to
operate freely within the zone of the finished slope, and then cut back to the finished grade to expose
the compacted core. Should this method not be employed, the grading contractor should be required
to submit detailed procedures for the method of placement and compaction of the soil within a
distance of an equipment -width from the slope face.
Kleinfelder recommends that field density and moisture content tests be performed on the fill as it is
being placed, at a frequency on the order of 1 test per 50 cubic yards of compacted fill within the
building pad and 1 test per 100 cubic yards of compacted backfill underlying pavement, to confirm
that proper compaction and stability is achieved.
6.4 FILL MOISTURE CONDITIONING
Kleinfelder's scope of services did not include laboratory testing to determine the optimum moisture
contents or the current in -situ moisture contents of the existing fill and residual soils in its borings.
Based on the soil moisture conditions indicated from results of laboratory testing, it is anticipated that
20183894.001A I GS018R79206 Page 19 June 1, 2018
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KLEINFELOER
8ri9h[PeoPVe. Ri4ht5alutiona.
most of the near surface residual soils (0 to 3 feet) will be wet of optimum, with moisture contents
ranging from 26 to 32 percent. Moisture conditioning will likely be required to obtain proper
compaction and stability of the structural fill.
Moisture conditioning during construction can be achieved by aeration to reduce the moisture
content, or wetting to increase the moisture content. The means and methods of moisture
conditioning should be determined by the contractor, based on the soil types, weather conditions,
and the contractor's experience.
6.5 SHALLOW FOUNDATION CONSTRUCTION
Bearing surfaces for foundations should not be disturbed or left exposed during inclement weather.
Saturation of the on -site soils can cause a loss of strength and increased compressibility.
Excavations for footings should be completed with a smooth bucket backhoe or be trimmed by hand
following excavation to minimize disturbance of the subgrade soils. Upon their exposure, all bearing
grades should have excess and loosened material removed. The final grades should be firm and
stable, and free of any loose soil, rock, mud, water or frost. If construction occurs during inclement
weather and concreting of the foundation is not possible at the time it is excavated, a layer of lean
concrete should be placed on the bearing surface for protection. Also, concrete should not be placed
on frozen subgrades.
Foundation bearing surfaces should be observed by a geotechnical engineer prior to concrete
placement to confirm that suitable soils are present at the bearing elevation. Soft or unsuitable areas
observed at the bearing elevation should be undercut to firm material at the direction of a
geotechnical engineer. Any bearing grades which are identified as exhibiting insufficient shear
strength should be undercut as directed by the geotechnical engineer. The width of the base of the
undercut should be at least as wide as the footing plus the depth of the undercut. This will facilitate
proper distribution of the applied foundation pressures within the structural fill.
Foundation bearing grades must be tested during construction to confirm the design bearing
pressure. Kleinfelder recommends that dynamic cone penetrometer (DCP) tests be performed at
each column footing and at a spacing of no greater than 50 feet along continuous wall footings. The
DCP tests should be completed to a minimum depth of 4 feet below the foundation bearing elevation
to confirm that soil and groundwater conditions are consistent with the results of Kleinfelder's soil
test borings.
20183894.001A I GS018R79206 Page 20 June 1, 2018
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KLEINFELOER
8ri9h[PeoPVe. Ri4ht5alutiona.
6.6 WINTER GRADING
If site grading is to be performed during the winter rainy months, the owner, general contractor
and grading subcontractor should be fully aware of the potential impact of wet weather on the
project schedule and cost. Both the USCS soil classification and weather conditions at the time
of construction have a significant effect on moisture modification efforts. Earthwork during rainy
months will require extra effort and caution by the contractors. Issues of concern are outlined
below:
• Drying soils during the winter is difficult. Mechanical drying is typically
accomplished by discing or turning the soils to allow moisture to evaporate;
however, this method is highly weather dependent. Significant reductions in
moisture are not easily achievable on cold, cloudy or overcast days.
• The winter to early spring seasons in North Carolina are characterized by frequent
rains. Rainstorms can cause delays to construction and damage to previously
completed work, such as saturating a compacted subgrade, or flooding an
excavation.
The grading contractor should be responsible for the protection of the work to avoid damage by
rainstorms, including smooth rolling to seal off a pad or subgrade surface to facilitate drainage
and to reduce rain damage, and covering the trenches with plastic sheeting. Ponding water should
be pumped out immediately.
Construction in wet weather should be addressed in the project construction bid documents
and/or specifications. Kleinfelder recommends that the grading contractor submit a wet weather
construction plan outlining procedures they will employ to protect their work and to minimize
damage to their work by rainstorms.
20183894.001A I GSO18R79206 Page 21 June 1, 2018
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KLEINFELOER
8ri9h[PeoPVe. Ri4ht5alutiona.
7 ADDITIONAL SERVICES
As the geotechnical engineering firm that performed the geotechnical evaluation for this project,
Kleinfelder should be retained to review the project construction documents. The purpose of the
review is to confirm that the recommendations of this report were properly incorporated in the design.
Proper incorporation of the geotechnical recommendations into the project plans and specifications
can reduce the potential for claims from the contractor and additional costs to the owner. This can
reduce the potential for misinterpretation of the information by other parties and will allow Kleinfelder
to review and modify its recommendations if variations in the soil conditions are encountered.
Kleinfelder also recommends that it be retained to monitor all geotechnical aspects of the
construction. These services provide Kleinfelder the opportunity to observe the actual soil and
groundwater conditions encountered during construction and to evaluate the site conditions with
respect to the recommendations presented in this report. As a minimum, Kleinfelder recommends
the following services be performed during the site work and foundation construction phases of the
project:
• Observe and evaluate the site earthwork operations to confirm that the subgrade soils
are suitable for construction of foundations, slabs -on -grade, pavements, and the
placement of engineered fill;
• Confirm that the structural fill meets the recommended engineering properties
outlined herein; and
• Observe foundation bearing soils to confirm conditions are as anticipated.
These services provide Kleinfelder the opportunity to observe the actual soil, rock and groundwater
conditions encountered during construction and to evaluate the applicability of the recommendations
presented in this report with respect to the site conditions. If Kleinfelder is not retained to provide
these services, it will cease to be the geotechnical engineer of record for this project and will assume
no responsibility for any potential claim during or after construction on this project.
20183894.001A I GS018R79206 Page 22 June 1, 2018
© 2018 Kleinfelder www.kleinfelder.com

t KLEINFELpER
.� 8ngfi[People. RigAr Solutionr_
FIGURES
20183894.001A I GSO18R79206 June 1, 2018
© 2018 Kleinfelder www.kleinfelder.com

f0
0
C)
0
0
0
Of
CD
0
UJ
C7
LEGEND
SOIL BORING
NOTE:
BASE MAPPING AND VICINITY MAP CREATED FROM LAYERS
COMPILED BY ESRI PRODUCTS AND 2018 MICROSOFT
CORPORATION. COORDINATE SYSTEM: GCS WGS 1984
y $b*nyi\1a�ve
r
n
SITE
a
Lewisville
N VICINITY MAP NOT TO SCALE
The information included on this graphic representation has been compiled from a
variety of sources and is subject to change without notice. Kleinfelder makes no 0 400 800
representations or warranties, express or implied, as to accuracy, completeness,
timeliness, or rights to the use of such information. This document is not intended
for use as a land survey product nor is it designed or intended as a construction
design document. The use or misuse of the information contained on this graphic 1 " = 400 SCALE I N FEET
representation is at the sole risk of the party using or misusing the information.
PROJECT NO. 20183894 EXPLORATION LOCATION PLAN FIGURE
/'� DRAWN BY: DHK AND VICINITY MAP
KLEI FELDER CHECKED BY: XCB Robinhood Road Middle School 1
Bright People. Right Solutions. DATE: 05-31-2018 Robinhood Road
REVISED: Winston-Salem, North Carolina

r�
KL E/NFEL pER
V Sngfi[People. RigAr Solutionr_
APPENDIX A
BORING LOGS
SOIL BORINGS
Soil sampling and penetration testing for this project were performed in accordance with ASTM D
1586. The borings were advanced with hollow -stem, continuous flight augers and, at standard
intervals, soil samples were obtained with a standard 1.4-inch I.D., 2 inch O.D., split -tube sampler.
The sampler was first seated 6 inches to penetrate any loose cuttings, then driven an additional foot
with blows of a 140 pound hammer falling 30 inches. The number of hammer blows required to drive
the sampler the final foot was recorded and is designated the "Standard Penetration Resistance"
(N-Value). The N-value, when properly evaluated, is an index to soil strength, density, and ability to
support foundations.
The following boring logs present the estimated soil descriptions and uncorrected N-values as
recorded in the field. The lines designating the interfaces between various strata are approximate.
The transition between strata may be gradual in both the vertical and horizontal directions.
20183894.001A I GS018R79206 June 1, 2018
© 2018 Kleinfelder www.kleinfelder.com

SAMPLER AND DRILLING METHOD GRAPHICS
UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)
BULK/GRAB/BAG SAMPLE
MODIFIED CALIFORNIA SAMPLER
(2 or 2-1/2 in. (50.8 or 63.5 mm.) outer diameter)
CALIFORNIA SAMPLER
(3 in. (76.2 mm.) outer diameter)
STANDARD PENETRATION SPLIT SPOON SAMPLER
(2 in. (50.8 mm.) outer diameter and 1-3/8 in. (34.9 mm.) inner
diameter)
SHELBY TUBE SAMPLER
ION II16lpT�91gLAI111c]0 7
SOLID STEM AUGER
1LiT/uya.1i] 4111ee3
GROUND WATER GRAPHICS
SZ WATER LEVEL (level where first observed)
1 WATER LEVEL (level after exploration completion)
WATER LEVEL (additional levels after exploration)
OBSERVED SEEPAGE
NOTES
• The report and graphics key are an integral part of these logs. All data
and interpretations in this log are subject to the explanations and
limitations stated in the report.
• Lines separating strata on the logs represent approximate boundaries
only. Actual transitions may be gradual or differ from those shown.
• No warranty is provided as to the continuity of soil or rock conditions
between individual sample locations.
• Logs represent general soil or rock conditions observed at the point of
exploration on the date indicated.
• In general, Unified Soil Classification System designations presented
on the logs were based on visual classification in the field and were
modified where appropriate based on gradation and index property testing
• Fine grained soils that plot within the hatched area on the Plasticity
Chart, and coarse grained soils with between 5% and 12% passing the No.
200 sieve require dual USCS symbols, ie., GW-GM, GP -GM, GW-GC,
GP -GC, GC ­GM, SW-SM, SP-SM, SW -SC, SP-SC, SC-SM.
• If sampler is not able to be driven at least 6 inches then 50/X indicates
number of blows required to drive the identified sampler X inches with a
140 pound hammer falling 30 inches.
ABBREVIATIONS
WOH -Weight of Hammer
WOR- Weight of Rod
WELL -GRADED GRAVELS,
CLEAN
Cu-4 and
•'
GW
GRAVEL -SAND MIXTURES WITH
GRAVEL
1-Cc-3
LITTLE OR NO FINES
WITH
POORLY GRADED GRAVELS,
N
<5%
FINES
Cu<4 and/
°
GP
GRAVEL -SAND MIXTURES WITH
y
or 1>Cc>3
o
LITTLE OR NO FINES
m
WELL -GRADED GRAVELS,
y
•
GW-GM
GRAVEL -SAND MIXTURES WITH
rn
Cu_4 and
•
LITTLE FINES
`m
1-Cc-3
WELL -GRADED GRAVELS,
N
GRAVELS
•
GW-GC
GRAVEL -SAND MIXTURES WITH
o
WITH
LITTLE CLAY FINES
t
5% TO
POORLY GRADED GRAVELS,
2
12%
FINES
°
GP -GM
GRAVEL -SAND MIXTURES WITH
o
Cu<4 and/
LITTLE FINES
0
o
or 1>Cc>3
POORLY GRADED GRAVELS,
°
GP -GC
GRAVEL -SAND MIXTURES WITH
t
o
LITTLE CLAY FINES
y
�
m
5
IR
GM
SILTY GRAVELS, GRAVEL -SILT -SAND
o
MIXTURES
O1
GRAVELS
m
N
�
WITH >
GC
CLAYEY GRAVELS,
0)
W
12%
GRAVEL -SAND -CLAY MIXTURES
.y
a
FINES
GC -GM
CLAYEY GRAVELS,
O
0
GRAVEL -SAND -CLAY -SILT MIXTURES
m
-C
WELL -GRADED SANDS,
y
CLEAN
Cu-6 and
SW
SAND -GRAVEL MIXTURES WITH
SANDS
1-Cc-3
LITTLE OR NO FINES
o
WITH
POORLY GRADED SANDS,
N
<5%
rn
FINES
Cu <6 and/
SP
SAND -GRAVEL MIXTURES WITH
Oor
y
1>Cc>3
LITTLE OR NO FINES
WELL -GRADED SANDS,
w�0
SW-SM
SAND -GRAVEL MIXTURES WITH
Z
Cu--6and
°o
LITTLE FINES
IE
1 :� Cc:� 3
WELL -GRADED SANDS,
U)
N
SANDS
fl
SW -SC
SAND -GRAVEL MIXTURES WITH
WITH
LITTLE CLAY FINES
0
5% TO
POORLY GRADED SANDS,
U
U
12%
FINES
SP-SM
SAND -GRAVEL MIXTURES WITH
N
Cu<6 and/
:.
LITTLE FINES
m
g
or 1>Cc>3
POORLY GRADED SANDS,
o
SP-SC
SAND -GRAVEL MIXTURES WITH
(6
LITTLE CLAY FINES
t
t
SM
SILTY SANDS, SAND -GRAVEL -SILT
2
MIXTURES
SANDS
WITH >
SC
CLAYEY SANDS,
p
12%
SAND -GRAVEL -CLAY MIXTURES
Q
FINES
SC-SM
CLAYEY SANDS, SAND -SILT -CLAY
MIXTURES
MIL
INORGANIC SILTS AND VERY FINE SANDS, SILTY OR
CLAYEY FINE SANDS, SILTS WITH SLIGHT PLASTICITY
CL
INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY
J�
O m .-.
SILTS AND CLAYS
CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS
CIL
INORGANIC CLAYS -SILTS OF LOW PLASTICITY, GRAVELLY
E >
y d
(Liquid Limit
less than 50)
W o
w d U)m o
Z_ —
CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS
—
OIL
ORGANIC SILTS & ORGANICSILTY CLAYS OF
-C m oN
—
LOW PLASTICITY
m a
INORGANIC SILTS, MICACEOUS OR
O y w t
DIATOMACEOUS FINE SAND OR SILT
w a) - 15
Z 8
SILTS AND CLAYSINORGANIC
(Liquid Limit
rCC
CLAYS OF HIGH PLASTICITY, FAT
greater than50)ORGANIC
CLAYS
CLAYS& ORGANIC SILTS OF
MEDIUM -TO -HIGH PLASTICITY
PROJECT NO.: 20183894
DRAWN BY: DHK
KL E/NFEL DER I CHECKED BY:
�\ Bright People. Right Solutions. IDATE:
GRAPHICS KEY
Robinhood Road Middle School
Robinhood Road
Winston-Salem, North Carolina
APPENDIX
REVISED:

GRAIN SIZE
O
Ir
O
m
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w
w
Ir
C'1
Lu
w
J
LL
w
U
LL
O
w
Y
U
W
w
0
O J
14 M O
M N
ro o
o z
N w
L (3
w J
m
� m
� J
z �
U
w o
tr rl
0- Ir
Ir
m
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rr
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o Z
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DESCRIPTION
SIEVE SIZE
GRAIN SIZE
APPROXIMATE SIZE
Boulders
>12 in. (304.8 mm.)
>12 in. (304.8 mm.)
Larger than basketball -sized
Cobbles
3 - 12 in. (76.2 - 304.8 mm.)
3 - 12 in. (76.2 - 304.8 mm.)
Fist -sized to basketball -sized
coarse
3/4 -3 in. (19 - 76.2 mm.)
3/4 -3 in. (19 - 76.2 mm.)
Thumb -sized to fist -sized
Gravel
fine
#4 - 3/4 in. (#4 - 19 mm.)
0.19 - 0.75 in. (4.8 - 19 mm.)
Pea -sized to thumb -sized
coarse
#10 - #4
0.079 - 0.19 in. (2 - 4.9 mm.)
Rock salt -sized to pea -sized
Sand
medium
#40 - #10
0.017 - 0.079 in. (0.43 - 2 mm.)
Sugar -sized to rock salt -sized
fine
#200 - #40
0.0029 - 0.017 in. (0.07 - 0.43 mm.)
Flour -sized to sugar -sized
Fines
Passing #200
<0.0029 in. (<O.07 mm.)
Flour -sized and smaller
AMOUNT
Term
Of
Use
Secondary
Constituent is
Fine Grained
Secondary
Constituent is
Coarse Grained
Trace
<5 %
<15
With
25 to <15 %
215 to <30
Modifier
215%
230%
CONSISTENCY - FINE-GRAINED SOIL
MOISTURE CONTENT
DESCRIPTION
FIELD TEST
Absence of
Dry
moisture, dusty,
dry to the touch
Moist
Damp but no
visible water
Visible free water,
Wet
usually soil is belo
water table
CEMENTATION
DESCRIPTION
FIELD TEST
Crumbles or breaks
Weakly
with handling or slight
finger pressure
Crumbles or breaks
Moderately
with considerable finger
pressure
Will not crumble or
Strongly
break with finger
pressure
SPT - N60
Pocket Pen
ket(tsf
UNCONFINED
CONSISTENCY
(# blows / ft)
COMPRESSIVE
VISUAL / MANUAL CRITERIA
STRENGTH (0)(psf)
Very Soft
<2
PP < 0.25
<500
Thumb will penetrate more than 1 inch (25 mm). Extrudes
between fingers when squeezed.
Soft
2-4
0.255 PP <0.5
500 - 1000
Thumb will penetrate soil about 1 inch (25 mm).
Remolded by light finger pressure.
Medium Stiff
4-8
0.55 PP <1
1000 - 2000
Thumb will penetrate soil about 1/4 inch (6 mm).
Remolded by strong finger pressure.
Stiff
8 - 15
11 PP <2
2000 - 4000
Can be imprinted with considerable pressure from thumb.
Very Stiff
15 - 30
21 PP <4
4000 - 8000
Thumb will not indent soil but readily indented with
thumbnail.
Hard
>30
41 PP
>8000
Thumbnail will not indent soil.
FROM TERZAGHI AND PECK, 1948; LAMBE AND WHITMAN, 1969, FHWA, 2002, AND ASTM D2488
APPARENT / RELATIVE DENSITY - COARSE -GRAINED SOIL PLASTICITY
APPARENT
DENSITY
SPT-N60
(# blows/0
MODIFIED CA
SAMPLER
(# blows/ft)
CALIFORNIA
SAMPLER
(# blows/ft)
RELATIVE
DENSITY
(%)
Very Loose
<4
<4
<5
0 - 15
Loose
4-10
5-12
5-15
15-35
Medium Dense
10-30
12-35
15-40
35-65
Dense
30 - 50
35 - 60
40 - 70
65 - 85
Very Dense
>50
>60
>70
85-100
FROM TERZAGHI AND PECK, 1948
STRUCTURE
DESCRIPTION
CRITERIA
Stratified
Alternating layers of varying material or color with layers at
least 1/4-in. thick note thickness.
Laminated
Alternating layers of varying material or color with the layer
less than 1/4-in. thick, note thickness.
Fissured
Breaks along definite planes of fracture with
little resistance to fracturing.
Slickensided
Fracture planes appear polished or glossy, sometimes striated.
Blocky
Cohesive soil that can be broken down into small angular lumps
which resist further breakdown.
Lensed
Inclusion of small pockets of different soils, such as small lenses
of sand scattered through a mass of clay; note thickness.
REACTION WITH
HYDROCHLORIC ACID
DESCRIPTION
FIELD TEST
None
No visible reaction
Some reaction,
Weak
with bubbles
forming slowly
Violent reaction,
Strong
with bubbles
forming
immediate)
DESCRIPTION
ILL
FIELD TEST
Non -plastic
NP
A 1/8-in. (3 mm.) thread cannot be rolled at any water
content.
Low (L)
< 30
The thread can barely be rolled and the lump or thread
cannot be formed when drier than the plastic limit.
The thread is easy to roll and not much time is required to
Medium (M)
30 - 50
reach the plastic limit. The thread cannot be rerolled after
reaching the plastic limit. The lump or thread crumbles when
drier than the plastic limit.
It takes considerable time rolling and kneading to reach the
High (H)
> 50
plastic limit. The thread can be rerolled several times after
reaching the plastic limit. The lump or thread can be formed
without crumbling when drier than the plastic limit.
ANGULARITY
DESCRIPTION
CRITERIA
Angular
Particles have sharp edges and relatively plane sides with unpolished
surfaces.
Subangular
Particles are similar to angular description but have rounded edges.
Subrounded
Particles have nearly plane sides but have well-rounded corners and
edges.
Rounded
Particles have smoothly curved sides and no edges.
PROJECT NO.: 20183894
DRAWN BY: DHK
KL E/NFEL DER I CHECKED BY:
�\ Bright People. Right Solutions. IDATE:
REVISED:
SOIL DESCRIPTION KEY
Robinhood Road Middle School
Robinhood Road
Winston-Salem, North Carolina
APPENDIX

Date Begin - End: 5/11/2018 Drilling Company: HPC Land Services
BORING LOG B-6
Logged By:
S. Papke Drill Crew:
J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 85°F Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11809' N
x 'U
N
Longitude-80.39989° E
oo
m
o
~
w
Approximate Ground Surface Elevation (ft.): 860
° 3
)
o
§
0
S 0-
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
m .�+
Z
'NN
U
U Z
'� a3
0- aa)
Q w o
m
C9
0'
MD
aim
of ?
rn
'6 0
U
m
a
m
a
a
� d
a?
°o d
Q
m
Lithologic Description rn
TOPSOIL (8")
-------------------
RESIDUUM
BG3
18„
Sandy Fat CLAY trace Gravel (CH): high plasticity,
5
brown and red, moist, stiff
6
Sandy Lean CLAY (CL): medium plasticity, brown
and red, moist, stiff
BG4
18"
6
855 5
7
BG3
18"
5
6
Sandy SILT (ML): low plasticity, orange, black, and
tan, moist, medium stiff
BG3
18"
3
850 10
4
BG2
18"
3
845 15
4
stiff
BG3
18"
6
840 20
The boring was terminated at approximately 20 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
Groundwater was not observed during drilling or after
with auger cuttings on May 11, 2018.
completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 14.7 ft. below ground surface
after completion.
835 25
830 30
PROJECTNO.:
20183894
BORING LOG B-6
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

Date Begin - End: 5/09/2018 Drilling Company: HPC Land Services BORING LOG B-7
Logged By:
S. Papke Drill Crew:
C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 80oF Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11791 ° N
>
a
o
x 'U
N
o
Longitude:-80.39892° E Q
�
o
m
~
w
Approximate Ground Surface Elevation (ft.): 854
.12
o
a
N
g
Surface Condition: Wooded Underbrush
o
rn
rn
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
N .�+
Z
'NN
U
U Z
'� (6
a> a�i
Q w o
m
C9
0'
MD
aim
of ?
rn
'6 0
U
m
a
m
a
a
�d
a?
°o d
Q
m
Lithologic Description rn
RESIDUUM
Lean CLAY with Sand (CL): medium plasticity,
orange and red, moist, stiff, trace mica
18"
CL 26.4 75 45 21
850
18"
5
1�4
Sandy SILT (ML): low plasticity, red, orange, and
black, moist, medium stiff, trace mica
18"
845
18"
10
840
soft
3G1
18"
15
2
2
835
medium plasticity, medium stiff
3G1
7"
20
2
3
The boring was terminated at approximately 20.6 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
Groundwater was not observed during drilling or after
with auger cuttings on May 10, 2018.
completion.
Groundwater was not observed 24 hours after completion.
GENERAL NOTES:
830
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
25
Caving was observed at a depth of 17.7 ft. below ground surface
after completion.
825
30
820
PROJECT NO.:
20183894
BORING LOG B-7
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

Date Begin - End: 5/09/2018 Drilling Company: HPC Land Services BORING LOG B-8
Logged By:
S. Papke Drill Crew:
C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 80oF Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11810' N
>
a
o
x 'U
N
o
Longitude:-80.39812° E Q
�
o
m
~
w
Approximate Ground Surface Elevation (ft.): 846
.12
o
a
N
g
Surface Condition: Wooded Underbrush
2
o
rn
rn
y o
Y
i t
Q
Um
O Z
U) Q
m.�+
Z
'N
N
U
U Z
.0 E
a� aa)
Q w 0
m
C9
0'
MD
ai11
m
of ?
U) >.
U)
'6 0
U
m
a
m
a
a
an d
a?
-0 d
Q
m
Lithologic Description rn
RESIDUUM
845
Sandy Fat CLAY (CH): high plasticity, red, gray, and
tan, moist, stiff, mottled
BG3
5
18"
7
BG4
18"
CH 18.6 60 52 27
5
5
8
840
Sandy SILT (ML): low plasticity, orange and black,
dry, stiff, trace mica
BG3
18"
4
7
moist, medium stiff
BG3
18"
3
10
5
835
BG2
18"
2
15
4
830
Silty CLAY (CL-ML): low to medium plasticity,
orange, white, and black, moist, medium stiff
BG2
18"
1
20
4
825
The boring was terminated at approximately 20.2 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
Groundwater was not observed during drilling or after
with auger cuttings on May 10, 2018.
completion.
Groundwater was not observed 24 hours after completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
25
Caving was observed at a depth of 17.5 ft. below ground surface
after completion.
820
30
815
PROJECT NO.:
20183894
BORING LOG B-8
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

Date Begin - End: 5/09/2018 Drilling Company: HPC Land Services BORING LOG B-9
Logged By:
S. Papke Drill Crew:
C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 80oF Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11826' N
>
a
o
x 'U
N
o
Longitude:-80.39891° E Q
��
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 855
.12
�
-
§
0
S a
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
m .�+
Z
'NN
U
U Z
'� a3
0- aa)
Q w o
m
C9
0'
MD
aim
of ?
rn
'6 0
U
m
a
m
a
a
� d
a?
°o d
Q
m
Lithologic Description rn
RESIDUUM
Sandy Lean CLAY (CL): medium plasticity, red and
orange, moist, medium stiff
BG3
3
NR
5
BG2
18"
3
4
850 5
stiff
BG3
161,
4
5
Sandy SILT (ML): low plasticity, red, orange, black
moist, stiff, mottled, trace mica
BG3
6
18"
7
845 10
tan and orange
B(--4
18"
4
6
840 15
Silty SAND (SM): fine-grained, non -plastic, tan,
orange, and black, moist, medium dense, trace mica
BG4
18"
9
6
835 20
The boring was terminated at approximately 19.9 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
Groundwater was not observed during drilling or after
with auger cuttings on May 10, 2018.
completion.
Groundwater was not observed 24 hours after completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 17.2 ft. below ground surface
830 25
after completion.
825 30
PROJECTNO.:
20183894
BORING LOG B-9
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

Date Begin - End: 5/08/2018 Drilling Company: HPC Land Services BORING LOG B-10
Logged By:
S. Papke Drill Crew:
C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 70oF Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11748' N
x 'U
N
Longitude-80.40018° E
oo
m
o
~
w
Approximate Ground Surface Elevation (ft.): 877
° 3
)
-
§
0
S 0-
N
g
Surface Condition: Wooded Underbrush
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
U) Q
m.�+
Z
'N
N
U
U Z
'� E
a aa)
Q w 0
m
C9
o'
MD
ai
of ?
U) >.
U)
'6 0
U
m
a
m
a
a
2 0-
a?
--°o aEi
Q
m
Lithologic Description rn
RESIDUUM
Sandy Fat CLAY trace Quartz Gravel (CH): high
plasticity, orange and red, moist, very stiff
BG5
7
18"
875
10
B(--5
18"
8
5
10
Silty SAND (SM): fine-grained, low plasticity,
orange, red, and black, dry, loose
BG4
18"
870
4
6
Sandy SILT (ML): low plasticity, orange, black, and
red, moist, stiff, trace mica
BG3
18"
4
10
6
865
BG2
18"
4
15
5
860
medium plasticity, saprolitic
BG3
18"
4
20
6
855
low plasticity, medium stiff
L=B(--318"25
The boring was terminated at approximately 25 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
Groundwater was not observed during drilling or after
850
with auger cuttings on May 09, 2018.
completion.
Groundwater was not observed 24 hours after completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 21.4 ft. below ground surface
30
after completion.
845
PROJECT NO.:
20183894
BORING LOG B-10
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

F
0
J
0
0
a
U)
a 0
w
o �
v �
� z
" 0
cO m
o D
J
� Y
m�
�m
� J
Z �
U
W o
0 NI
r
0
a
Ir
m
J
z
Z
Ir
� o
o Z
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U)
i
m E
yi Y ui
o W
Y Q
J
a
u W
J
LL F
z z
Date Begin - End: 5/08/2018 Drilling Company: HPC Land Services BORING LOG B-11
Logged By:
S. Papke Drill Crew:
C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 70oF Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11749' N
x 'U
N
Longitude-80.39915° E
oo
m
o
~
w
Approximate Ground Surface Elevation (ft.): 859
° 3
)
o
§
0
S 0-
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
m .�+
Z
'NN
U
U Z
'� a3
0- aa)
Q w o
m
C9
0'
MD
aim
of ?
rn
'6 0
U
m
a
m
a
a
� d
a?
°o d
Q
m
Lithologic Description rn
RESIDUUM
Sandy Lean CLAY (CL): low to medium plasticity,
orange and red, moist, very stiff
BG9
10
18"
12
855
stiff
BG2
18"
4
5
5
Sandy SILT (ML): low plasticity, orange, red, —and—
black, moist, medium stiff
BG3
18"
2
4
850
orange
BG2
18"
2
10
3
845
orange, red, and black, trace mica
BG2
18"
2
15
4
840
orange and black
BG2
18"
3
20
3
The boring was terminated at approximately 20 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
Groundwater was not observed during drilling or after
with auger cuttings on May 09, 2018.
completion.
Groundwater was not observed 24 hours after completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
835
estimated by Kleinfelder.
Caving was observed at a depth of 17.8 ft. below ground surface
25
after completion.
830
30
825
PROJECT NO.:
20183894
BORING LOG B-11
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

Date Begin - End: 5/09/2018 Drilling Company: HPC Land Services BORING LOG B-12
Logged By:
S. Papke Drill Crew:
C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 80oF Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11758' N
x 'U
N
Longitude-80.39845° E
oo
m
o
~
w
Approximate Ground Surface Elevation (ft.): 835
° 3
)
-
§
0
S 0-
N
g
Surface Condition: Wooded Underbrush
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
m .�+
Z
'NN
U
U Z
'� a3
0- aa)
Q w o
m
C9
0'
MD
aim
of ?
rn
'6 0
U
m
a
m
a
a
� d
a?
°o d
Q
m
Lithologic Description rn
RESIDUUM
Sandy Lean CLAY (CL): medium plasticity, orange
and gray, moist, medium stiff, mottled
BG3
4
18"
4
BG3
18"
CL 25.2 100 75 47 23
3
830 5
5
BG2
18"
2
4
Sandy SILT (ML): low plasticity, orange and black,
moist, medium stiff
BG2
18"
3
825 10
4
Silty SAND trace Gravel IS low plasticity, black,
gray, and white, wet, loose
17
BG2
18"
4
820 15
5
non -plastic, medium dense
BG4
18"
4
815 20
10
The boring was terminated at approximately 20 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
4 Groundwater was observed at approximately 13.5 ft. below
with auger cuttings on May 14, 2018.
ground surface during drilling.
= Groundwater was observed at approximately 11.5 ft. below
ground surface at the end of drilling.
Temporary PVC piezometer pipe was installed after completion
for groundwater reading. Groundwater was observed at
approximately 6.2 ft. below ground surface 5 days after
810 25
completion of exploration.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 14 ft. below ground surface
after completion.
805 30
PROJECTNO.:
20183894
BORING LOG B-12
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

Date Begin - End: 5/11/2018 Drilling Company: HPC Land Services BORING LOG B-13
Logged By:
S. Papke Drill Crew:
J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 85°F Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11869' N
>
a
o
x 'U
N
o
Longitude:-80.39992° E Q
�
o
m
~
w
Approximate Ground Surface Elevation (ft.): 840
.12
o
a
N
g
Surface Condition: Wooded Underbrush
o
rn
rn
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
N .�+
Z
'NN
U
U Z
'� (6
a> a�i
Q w o
m
C9
0'
MD
aim
of ?
U)
'6 0
U
m
0-
m
0-
a
�d
0-?
°o d
Q
m
Lithologic Description rn
TOPSOIL (9")
R—ES—IDUU--M ---------------
BG2
18"
Sandy Fat CLAY trace Gravel (CH): high plasticity,
3
light to dark brown, moist, medium stiff, trace mica
3
tan to gray, soft
B(--2
18"
2
835 5
2
Sandy Lean CLAY (CL): medium plasticity, dark
brown, moist, medium stiff, trace mica
BG2
4"
2
3
Silty SAND (SM): fine-grained, non -plastic, tan,
white, and orange, moist, loose
BG2
18"
3
830 10
4
brown, black, and white, medium dense
BG3
18"
--
5
825 15
6
saprolitic
18"
L7�
820 20
The boring was terminated at approximately 20 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
4 Groundwater was observed at approximately 14 ft. below ground
with auger cuttings on May 14, 2018.
surface during drilling.
= Groundwater was observed at approximately 14 ft. below ground
surface at the end of drilling.
Temporary PVC piezometer pipe was installed after completion
for groundwater reading. Groundwater was observed at
approximately 8.5 ft. below ground surface 3 days after
815 25
completion of exploration.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 19 ft. below ground surface
after completion.
810 30
PROJECTNO.:
20183894
BORING LOG B-13
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

Date Begin - End: 5/09/2018 Drilling Company: HPC Land Services BORING LOG B-14
Logged By: S. Papke Drill Crew: C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 80oF Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11859' N
x 'U
N
Longitude-80.39783° E
oo
m
~
w
Approximate Ground Surface Elevation (ft.): 854
° 3
o
a
N
g
Surface Condition: Wooded Underbrush
2
b
rn
rn
y o
Y
i t
Q
Um
O Z
U) Q
m.�+
Z
'N
N
U
U Z
.0 E
a� aa)
Q w 0
m
C9
o'
MD
ai11
m
of ?
U) >.
U)
'6 0
U
m
a
m
a
a
an d
a?
--°0 d
Q
m
Lithologic Description rn
RESIDUUM
Sandy Fat CLAY (CH): high plasticity, red and
BG5
8
18"
orange, moist, very stiff, trace mica
10
850
stiff
BG3
18"
5
5
8
Sandy SILT (ML): low plasticity, red, orange, —and—
BG4
18"
black, moist, stiff
5
6
Silty SAND (SM): fine-grained, low plasticity, orange
BG4
161,5
845
and black, moist, loose, trace mica
10
4
Sandy SILT (ML): low plasticity, orange and black,
------------------------
dry, medium stiff, trace mica
840
BG3
18"
4
15
4
835
orange, saprolitic
BG2
16"
3
20
4
830
white, orange, and black, stiff
BG3
18"
5
25
5
Silty CLAY (CL-ML): medium plasticity, orange,
black, and white, moist, stiff
BG2
18"
825
4
30
6
Silty SAND (SM): coarse to fine-grained, low
plasticity, brown, black, and white, moist, medium
BG57
18"
820
dense, saprolitic
10
PROJECT NO.: 20183894
BORING LOG B-14
APPENDIX
rKL
DRAWN BY: DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/09/2018 Drilling Company: HPC Land Services BORING LOG B-14
Logged By: S. Papke Drill Crew: C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 80oF Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11859' N
x 'U
N
Longitude-80.39783° E
oo
m
o
~
w
Approximate Ground Surface Elevation (ft.): 854
° 3
o
a
N
g
Surface Condition: Wooded Underbrush
o
rn
rn
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
N .�+
Z
'NN
U
U Z
'� (6
a> a�i
Q w o
m
C9
m
rn
3:
MD
aim
of ?
U)>.
rn
'60
� U
0
m
0-
m
0-
a
�d
0-?
°od
Q W
Lithologic Description
The boring was terminated at approximately 35 ft. GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled Groundwater was not observed during drilling or after
with auger cuttings on May 10, 2018. completion.
Groundwater was not observed 24 hours after completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
815
estimated by Kleinfelder.
Caving was observed at a depth of 30.4 ft. below ground surface
40
after completion.
810
45
805
50
800
55
795
60
790
65
785
PROJECT NO.: 20183894
BORING LOG B-14
APPENDIX
rKL
DRAWN BY: DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

F
0
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LL F
z z
Date Begin - End: 5/09/2018 Drilling Company: HPC Land Services BORING LOG B-16
Logged By:
S. Papke Drill Crew:
C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 80oF Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11863' N
x 'U
N
Longitude-80.39695° E
oo
m
~
w
Approximate Ground Surface Elevation (ft.): 834
° 3
o
a
N
g
Surface Condition: Wooded Underbrush
2
b
rn
rn
y o
Y
i t
Q
Um
O Z
U) Q
m.�+
Z
'N
N
U
U Z
.0 E
a� aa)
Q w 0
m
C9
0'
MD
ai11
m
of ?
U) >.
U)
'6 0
U
m
a
m
a
a
an d
a?
-0 d
Q
m
Lithologic Description rn
RESIDUUM
Sandy Fat CLAY (CH): high plasticity, orange and
red, dry, stiff
BG4
5
18"
7
Sandy SILT (ML): low plasticity, orange and red
830
dry, medium stiff, trace mica
BG4
18"
3
5
5
orange, black, and red, stiff
BG3
18"
4
5
825
medium stiff
BG2
18"
3
10
4
Sandy Lean CLAY (CL): medium plasticity, orange
black, and red, moist, medium stiff
820
1" coarse sand layer at spoon tip
BG2
18"
CL 35.8 64 45 22
3
15
4
1
815
yellow and black
BG2
18"
2
20
5
The boring was terminated at approximately 20 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
= Groundwater was observed at approximately 16.8 ft. below
with auger cuttings on May 10, 2018.
ground surface at the end of drilling.
Groundwater was not observed 24 hours after completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
810
estimated by Kleinfelder.
Caving was observed at a depth of 17.4 ft. below ground surface
25
after completion.
805
30
800
PROJECT NO.:
20183894
BORING LOG B-15
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

Date Begin - End: 5/10/2018 Drilling Company: HPC Land Services BORING LOG B-16
Logged By:
S. Papke Drill Crew:
J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 85°F Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11896' N
>
a
o
x 'U
N
o
Longitude:-80.39819° E Q
��
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 862
.12
�
o
§
0
S a
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
U) Q
m.�+
Z
'N
N
U
U Z
'� E
a� aa)
Q w 0
m
C9
o'
MD
aim
of ?
U) >.
U)
'6 0
U
m
a
m
a
a
an d
a?
-0 aa)i
Q
m
Lithologic Description rn
RESIDUUM
Sandy Fat CLAY (CH): high plasticity, red and
BG4
18"
orange, moist, stiff
5
6
860
BG4
18"
5
5
6
Sandy SILT (ML): low plasticity, red, orange, —and—
black, moist, medium stiff
BG3
18"
855
4
4
BG3
9"
3
10
4
850
BG3
9"
4
15
4
845
BG3
12"
3
20
4
The boring was terminated at approximately 20 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
Groundwater was not observed during drilling or after
840
with auger cuttings on May 11, 2018.
completion.
Groundwater was not observed 24 hours after completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 12.1 ft. below ground surface
25
after completion.
835
30
830
PROJECT NO.:
20183894
BORING LOG B-16
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

Date Begin - End: 5/10/2018 Drilling Company: HPC Land Services BORING LOG B-17
Logged By:
S. Papke Drill Crew:
J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 85°F Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11954' N
x 'U
N
Longitude-80.39837° E
oo
m
o
~
w
Approximate Ground Surface Elevation (ft.): 855
° 3
)
o
§
0
S 0-
N
g
Surface Condition: Wooded Underbrush
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
U) Q
m.�+
Z
'N
N
U
U Z
'� E
a� aa)
Q w 0
m
(9
0'
MD
aim
of ?
U) >.
U)
'6 0
U
m
a
m
a
a
an d
a?
-0 aa)i
Q
m
Lithologic Description rn
TOPSOIL (4")
RESIDUUM
BG3
18"
Sandy Fat CLAY (CH): high plasticity, orange and
4
red, moist, stiff
6
BG5
18"
8
850 5
7
Sandy SILT (ML): low plasticity, red and orange
moist, medium stiff, trace mica
BG2
18"
4
4
BG2
18"
3
845 10
2
BG2
18"
3
840 15
3
BG2
18"
3
835 20
3
The boring was terminated at approximately 20 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
Groundwater was not observed during drilling or after
with auger cuttings on May 11, 2018.
completion.
Groundwater was not observed 24 hours after completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 12 ft. below ground surface
830 25
after completion.
825 30
PROJECTNO.:
20183894
BORING LOG B-17
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

F
0
J
0
0
a
a 0
w
o �
v �
� z
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cO m
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J
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0 r
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Date Begin - End: 5/11/2018 Drilling Company: HPC Land Services BORING LOG B-18
Logged By:
S. Papke Drill Crew:
J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 85°F Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11955' N
x 'U
N
Longitude-80.39805° E
oo
m
o
~
w
Approximate Ground Surface Elevation (ft.): 858
° 3
)
o
§
0
S 0-
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
U) Q
m.�+
Z
'N
N
U
U Z
'� E
a� aa)
Q w 0
m
C9
0'
MD
aim
of ?
U) >.
U)
'6 0
U
m
a
m
a
a
an d
a?
-0 aa)i
Q
m
Lithologic Description rn
TOPSOIL (4.5")
RESIDUUM
Sandy Fat CLAY (CH): high plasticity, red and
3
orange, moist, medium stiff
4
855
Sandy SILT (ML): low plasticity, orange, moist, stiff,
trace mica
BG4
18"
4
5
5
medium stiff
BG2
18"
3
4
850
BG2
18"
3
10
4
845
orange and black
BG2
18'.
3
15
4
840
BG2
18"
3
20
5
The boring was terminated at approximately 20 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
Groundwater was not observed during drilling or after
with auger cuttings on May 11, 2018.
completion.
GENERAL NOTES:
835
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 13.8 ft. below ground surface
after completion.
25
830
30
825
PROJECT NO.:
20183894
BORING LOG B-18
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

F
0
J
0
0
a
U)
a 0
w
o �
v �
� z
0
m
o D
J
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m�
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� J
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U
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N
0 r
0
a
Ir
m
J
z
Z
Ir
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U)
i
m E
yi Y ui
o W
Y Q
J
a
u W
J
LL F
z z
Date Begin - End: 5/11/2018 Drilling Company: HPC Land Services BORING LOG B-19
Logged By:
S. Papke Drill Crew:
J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 85°F Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11980' N
x 'U
N
Longitude-80.39876° E
oo
m
~
w
Approximate Ground Surface Elevation (ft.): 834
° 3
o
a
N
g
Surface Condition: Wooded Underbrush
2
b
rn
rn
y o
Y
i t
Q
Um
O Z
U) Q
m.�+
Z
'N
N
U
U Z
.0 E
a� aa)
Q w 0
m
C9
0'
MD
ai11
m
of ?
U) >.
U)
'6 0
U
m
a
m
a
a
an d
a?
-0 d
Q
m
Lithologic Description rn
TOPSOIL (5.5")
-------------------
RESIDUUM
BG2
18"
Sandy Fat CLAY trace Gravel (CH): high plasticity,
3
red and brown, moist, medium stiff, trace mica
3
830
BG2
18"
3
5
4
Sandy SILT (ML): low plasticity, orange and black,
moist, medium stiff, trace mica
3G1
18"
2
3
825
soft
3G1
18"
2
10
2
820
orange, brown, and white
BG2
18"
1
1 15
3
815
wet
BG2
18"
1
20Hill
2
The boring was terminated at approximately 20 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
= Groundwater was observed at approximately 15.2 ft. below
with auger cuttings on May 14, 2018.
ground surface at the end of drilling.
Temporary PVC piezometer pipe was installed after completion
for groundwater reading. Groundwater was observed at
approximately 16 ft. below ground surface 3 days after
810
completion of exploration.
GENERAL NOTES:
25
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 12.8 ft. below ground surface
after completion.
805
30
800
PROJECT NO.:
20183894
BORING LOG B-19
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

Date Begin - End: 5/11/2018 Drilling Company: HPC Land Services BORING LOG B-20
Logged By:
S. Papke Drill Crew:
J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 85°F Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.12023' N
>
a
o
x 'U
N
o
Longitude:-80.39820° E Q
�
o
m
~
w
Approximate Ground Surface Elevation (ft.): 840
.12
o
a
N
g
Surface Condition: Wooded Underbrush
o
rn
rn
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
N .�+
Z
'NN
U
U Z
'� (6
a> a�i
Q w o
m
C9
0'
MD
aim
of ?
rn
'6 0
U
m
a
m
a
a
�d
a?
°o d
Q
m
Lithologic Description rn
TOPSOI (10")
-------------------
RESIDUUM
BG3
18"
CH 29.6 100 77 63 34
Fat CLAY with Sand (CH): high plasticity, red and
3
brown, moist, medium stiff
6
stiff
BG3
18"
4
835 5
6
Sandy SILT (ML): low plasticity, orange and brown
moist, medium stiff, trace mica
BG3
18"
3
4
stiff
BG4
6"
4
830 10
5
Silty SAND (SM): fine-grained, non -plastic, tan and
gray, moist, loose, trace mica
BG3
18"
3
825 15
4
di
BG4
18"
5
820 20
5
The boring was terminated at approximately 20 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
Groundwater was not observed during drilling or after
with auger cuttings on May 11, 2018.
completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 14.2 ft. below ground surface
after completion.
815 25
810 30
PROJECTNO.:
20183894
BORING LOG B-20
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

F
0
J
0
0
a
a 0
w
o �
v �
� z
0
m
o D
J
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m�
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Q
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m
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yi Y ui
o w
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J
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J
LL F
z z
Date Begin - End: 5/11/2018 Drilling Company: HPC Land Services BORING LOG B-21
Logged By:
S. Papke Drill Crew:
J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 85°F Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.12051 ° N
>
a
o
x 'U
N
o
Longitude:-80.39840° E Q
��
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 828
.12
�
-
§
0
S a
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
m .�+
Z
'NN
U
U Z
'� a3
ad d
Q w o
m
C9
oL
MD
aim
of ?
U)>.
U)
'60
U
m
a
m
a
a
�d
0-?
-0 a)
Q W
m
Lithologic Description rn
TOPSOIL (7")
-------------------
RESIDUUM
BG3
18"
Sandy Fat CLAY (CH): high plasticity, red and
3
brown, moist, medium stiff
4
825
stiff
BG3
18"
4
5
6
Sandy SILT (ML): low plasticity, orange and black,
moist, medium stiff, trace mica
BG3
18"
3
5
820
BG2
18"
2
10
3
Silty SAND (SM): fine-grained, non -plastic, orange
815
brown, and black, moist, loose, trace mica
BG2
18"
4
15
3
810
low plasticity, brown and black
BG 2
18"
3
20
5
The boring was terminated at approximately 20 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
Y Temporary PVC piezometer pipe was installed after completion
with auger cuttings on May 14, 2018.
for groundwater reading. Groundwater was observed at
approximately 19 ft. below ground surface 3 days after
805
completion of exploration.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
25
Caving was observed at a depth of 13.6 ft. below ground surface
after completion.
800
30
795
PROJECT NO.:
20183894
BORING LOG B-21
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

Date Begin - End: 5/11/2018 Drilling Company: HPC Land Services BORING LOG B-22
Logged By:
S. Papke Drill Crew:
J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 85°F Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.12134' N
>
a
o
x 'U
N
o
Longitude:-80.39830° E Q
��
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 828
.12
�
-
§
0
S a
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
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N
U
U Z
'� E
a aa)
Q w 0
m
C9
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MD
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of ?
U) >.
U)
'6 0
U
m
a
m
a
a
2 0-
a?
--°o aEi
Q
m
Lithologic Description rn
TOPSOIL (6.5")
-------------------
RESIDUUM
BG3
18"
Sandy Fat CLAY (CH): high plasticity, orange, gray,
3
and red, moist, medium stiff
4
825
Sandy SILT (ML): low plasticity, orange, brown, and
white, moist, medium stiff, trace mica
BG2
18"
4
5
4
BG4
18"
orange and tan, dry, stiff
5
6
820
— — — -- ---
Silty SAND (SM): fine-grained, non -plastic, tan,
orange, and brown, dry, loose
BG4
18"
4
10
4
815
medium plasticity, medium dense
BG3
18"
5
15
6
810
low plasticity, loose
BG3
18"'
3
20
6
The boring was terminated at approximately 20 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
Groundwater was not observed during drilling or after
with auger cuttings on May 11, 2018.
completion.
GENERAL NOTES:
805
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 15 ft. below ground surface
after completion.
25
800
30
795
PROJECT NO.:
20183894
BORING LOG B-22
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

Date Begin - End: 5/11/2018 Drilling Company: HPC Land Services BORING LOG B-23
Logged By:
S. Papke Drill Crew:
J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 85°F Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.12187' N
>
a
o
x 'U
N
o
Longitude:-80.39816° E Q
��
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 836
.12
�
o
§
0
S a
N
g
Surface Condition: Grass & Weeds
��
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rn
ID
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Y
i t
Q
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11
U) Q
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N
U
U Z
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a� aa)
Q w 0
m
(9
0'
MD
aim
of ?
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rn
'6 0
U
m
a
m
a
a
an d
a?
-0 aa)i
Q
m
Lithologic Description rn
TOPSOIL (3.5")-------------J
835
RESIDUUM
BG3
18"
Sandy Fat CLAY trace Gravel (CH): high plasticity,
3
red and brown, moist, medium stiff, trace mica
5
Sandy Lean CLAY (CL): medium plasticity, red and
brown, moist, stiff, trace mica
BG5
18"
6
5
7
830
Sandy SILT (ML): fine-grained, low plasticity, red
and orange, moist, medium stiff, trace mica
BG3
18"
3
4
BG2
18"
2
10
3
825
BG2
18"
3
15
3
820
red, brown, and black
BG2
18"
3
20
3
815
The boring was terminated at approximately 20 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
Groundwater was not observed during drilling or after
with auger cuttings on May 11, 2018.
completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 12 ft. below ground surface
after completion.
25
810
30
805
PROJECTNO.:
20183894
BORING LOG B-23
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

Date Begin - End: 5/10/2018 Drilling Company: HPC Land Services BORING LOG B-24
Logged By: S. Papke Drill Crew: J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 85°F Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
g w
i t
a aa)
Q w 0
o
Q
m
C9
Latitude: 36.11924' N
Longitude:-80.39899° E Q
Approximate Ground Surface Elevation (ft.): 856
Surface Condition: Wooded Underbrush
Q
��
.12
��
Um
o'
MD
>
tY
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11
ai
of ?
U) Q
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U)
-
m.�+
'6 0
U
a
§
Z
o
rn
'N
m
a
o
0
rn
N
m
a
ID
U
a
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m
S a
y o
U Z
2 0-
a?
N
o
~
N
Y
'� E
--°o aEi
Q
m
Lithologic Description rn
TOPSOIL (5")
-------------------
855
RESIDUUM
Sandy Fat CLAY (CH): high plasticity, red and
BG3
4
18„
orange, moist, stiff
6
BG4
18"
5
5
6
850
Silty SAND (SM): fine-grained, non -plastic, orange
brown, and black, moist, loose, trace mica
BG3
3
18"
3
BG2
18"
3
10
4
845
-------------------
Sandy SILT (ML): low plasticity, orange, brown, and
white, moist, medium stiff, trace mica
BG3
18"
3
15
4
840
BG3
18"
3
20
4
835
BG3
18"
3
25
3
830
BG2
18"
3
30
4
825
stiff
BG4
18"
4
6
PROJECT NO.: 20183894
BORING LOG B-24
APPENDIX
DRAWN BY: DHK
("KL E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/10/2018 Drilling Company: HPC Land Services BORING LOG B-24
Logged By: S. Papke Drill Crew: J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 85°F Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11924' N
>
a
o
x 'U
N
o
Longitude:-80.39899° E
Q
��
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 856
.12
�
o
§
0
S a
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
N .�+
Z
'NN
U
U Z
'� (6
ad d
Q w o
m
C9
m
rn
3:
MD
aim
of ?
U)>.
rn
'60
� U
m
0-
m
0-
a
-:i
�d
0-?
°od
Q W
Lithologic Description
820
The boring was terminated at approximately 35 ft. GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled Groundwater was not observed during drilling or after
with auger cuttings on May 11, 2018. completion.
Groundwater was not observed 24 hours after completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 28.9 ft. below ground surface
40
after completion.
815
45
810
50
805
55
800
60
795
65
790
PROJECT NO.: 20183894
BORING LOG B-24
APPENDIX
rKL
DRAWN BY: DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/11/2018 Drilling Company: HPC Land Services BORING LOG B-25
Logged By: S. Papke Drill Crew: J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 85°F Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11912' N
>
a
o
x 'U
N
o
Longitude:-80.39855° E Q
��
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 862
.12
tY
-
§
0
S a
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
U) Q
m.�+
Z
'N
N
U
U Z
'� E
a aa)
Q w 0
m
(9
o'
MD
ai
of ?
U) >.
U)
'6 0
U
m
a
m
a
a
2 0-
a?
--°o aEi
Q
m
Lithologic Description rn
TOPSOIL (4.5")
RESIDUUM
Sandy Fat CLAY (CH): high plasticity, red and
5
860
brown, moist, stiff
7
BG3
18"
5
5
6
Sandy SILT trace Gravel (ML): low plasticity, red
BG3
18"
and orange, moist, medium stiff, trace mica
855
3
4
orange, red, and black
BG2
18"
3
10
3
850
BG2
18"
3
15
4
845
BG3
18"
3
20
4
840
BG3
18"
4
25
4
835
BG2
18"
4
30
5
830
— — — — — — — — — — — — — — — — — — —
Silty SAND (SM): coarse to fine-grained,
non -plastic, light brown, black, and white, moist,
loose
BG3
18"
4
6
PROJECT NO.: 20183894
BORING LOG B-25
APPENDIX
DRAWN BY: DHK
("KL E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/11/2018 Drilling Company: HPC Land Services BORING LOG B-25
Logged By:
S. Papke Drill Crew:
J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 85°F Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11912' N
>
a
o
x 'U
N
o
Longitude:-80.39855° E
Q
��
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 862
.12
�
o
§
0
S a
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
m .�+
Z
'NN
U
U Z
'� a3
0- aa)
Q w o
m
C9
m
rn
o'
MD
ai m
of ?
rn
'6 0
U
m
a
m
a
a
� d
a?
°o d
Q
Lithologic Description
825
brown and white, medium dense
BG7 18"
8
40
11
9
The boring was terminated at approximately 40 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
Groundwater was not observed during drilling or after
820
with auger cuttings on May 11, 2018.
completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 31.9 ft. below ground surface
after completion.
45
815
50
810
55
805
60
800
65
795
PROJECT NO.:
20183894
BORING LOG B-25
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

Date Begin - End: 5/10/2018 Drilling Company: HPC Land Services BORING LOG B-26
Logged By: S. Papke Drill Crew: J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 85°F Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11878' N
>
a
o
x 'U
N
o
Longitude:-80.39822° E Q
��
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 860
.12
tY
o
§
0
S a
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
U) Q
m.�+
Z
'N
N
U
U Z
'� E
a� aa)
Q w 0
m
C9
o'
MD
ai m
of ?
U) >.
U)
'6 0
U
m
a
m
a
a
an d
a?
-0 aa)i
Q
m
Lithologic Description rn
TOPSOIL(3.S') J
RESIDUUM
BG4
18"
Sandy Fat CLAY (CH): high plasticity, red and
4
orange, moist, stiff, trace mica
6
medium stiff
BG3
18"
4
855 5
4
Sandy Lean CLAY (CL): medium plasticity, red and
BG3
18"
orange, moist, medium stiff
3
5
Sandy SILT (ML): low plasticity, orange and black,
BG2
3
12"
moist, medium stiff, trace mica
850 10
4
red, orange, and black, mottled
BG2
12"
3
845 15
4
BG2
18"
3
840 20
3
BG2
18"
3
835 25
4
orange, black, and white, stiff
BG3
18"
4
830 30
6
black, brown, and white, very stiff
BG5
18"
9
10
PROJECT NO.: 20183894
BORING LOG B-26
APPENDIX
rKL
DRAWN BY: DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/10/2018 Drilling Company: HPC Land Services BORING LOG B-26
Logged By: S. Papke Drill Crew: J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 85°F Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11878' N
>
a
o
x 'U
N
o
Longitude:-80.39822° E
Q
��
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 860
.12
�
-
§
0
S a
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
m .�+
Z
'NN
U
U Z
'� a3
0- aa)
Q w o
m
C9
m
rn
o'
MD
ai m
of ?
rn
'6 0
U
m
a
m
a
a
� d
a?
°o d
Q
Lithologic Description
-------------------
WEATHERED ROCK
Sampled as Silty SAND (SM): coarse to BC 50/5" 5"
820 40
fine-grained, non -plastic, black, gray, and white, dry, GROUNDWATER LEVEL INFORMATION:
very dense Groundwater was not observed during drilling or after
completion.
The boring was terminated at approximately 38.9 ft. Groundwater was not observed 24 hours after completion.
below ground surface. The boring was backfilled GENERAL NOTES:
The exploration location and elevation are approximate and were
with auger cuttings on May 11, 2018. estimated by Kleinfelder.
Caving was observed at a depth of 31.6 ft. below ground surface
after completion.
815 45
810 50
805 55
800 60
795 65
PROJECTNO.: 20183894
BORING LOG B-26
APPENDIX
rKL
DRAWN BY: DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/10/2018 Drilling Company: HPC Land Services BORING LOG B-27
Logged By: S. Papke Drill Crew: J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 85°F Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11852' N
>
a
o
x 'U
N
o
Longitude:-80.39817° E Q
�
o
m
~
w
Approximate Ground Surface Elevation (ft.): 854
.12
o
a
N
g
Surface Condition: Wooded Underbrush
2
o
rn
rn
y o
Y
i t
Q
Um
O Z
U) Q
m.�+
Z
'N
N
U
U Z
.0 E
a aa)
Q w 0
m
C9
0'
MD
ai11
of ?
U) >.
U)
'6 0
U
m
a
m
a
a
2 0-
a?
--°0 aEi
Q
m
Lithologic Description rn
TOPSOIL (4")
RESIDUUM
BG4
18"
Sandy Fat CLAY (CH): high plasticity, red and
6
orange, moist, stiff, trace mica
7
850
very stiff
BG8
18"
11
5
15
hard
BG9
18"
14
19
845
very stiff
CH
25.3
92
52
27
BG7
18"
12
10
15
Sandy Lean CLAY (CL): medium plasticity, red and
orange, moist, very stiff
840
BG5
18"
9
15
12
835
light brown and black, stiff
BG4
18"
7
20
7
Silty SAND (SM): fine-grained, low plasticity, red,
orange, and black, moist, loose, trace mica
830
BG3
18"
4
25
4
825
brown, black, and white, saprolitic
BG6
18"
4
30
6
820T
J.
non -plastic, black, white, and gray, very dense
BG18
18"
30
46
PROJECT NO.: 20183894
BORING LOG B-27
APPENDIX
rKL
DRAWN BY: DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/10/2018 Drilling Company: HPC Land Services BORING LOG B-27
Logged By: S. Papke Drill Crew: J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 85°F Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11852' N
>
a
o
x 'U
N
o
Longitude:-80.39817° E
Q
�
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 854
.12
o
a
N
g
Surface Condition: Wooded Underbrush
o
rn
rn
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
N .�+
Z
'NN
U
U Z
'� (6
a> a�i
Q w o
m
C9
m
rn
3:
MD
aim
of ?
U)>.
rn
'60
� U
m
0-
m
0-
a
�d
0-?
°od
Q W
Lithologic Description
The boring was terminated at approximately 35 ft. GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled = Groundwater was observed at approximately 34 ft. below ground
with auger cuttings on May 11, 2018. surface at the end of drilling.
Groundwater was not observed 24 hours after completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
815
estimated by Kleinfelder.
Caving was observed at a depth of 27.3 ft. below ground surface
40
after completion.
810
45
805
50
800
55
795
60
790
65
785
PROJECT NO.: 20183894
BORING LOG B-27
APPENDIX
rKL
DRAWN BY: DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/10/2018 Drilling Company: HPC Land Services BORING LOG B-28
Logged By: S. Papke Drill Crew: J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 85°F Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11861 ° N
x 'U
N
Longitude-80.39845° E
oo
m
o
~
w
Approximate Ground Surface Elevation (ft.): 858
° 3
tY
-
§
0
S 0-
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
U) Q
m.�+
Z
'N
N
U
U Z
'� E
a aa)
Q w 0
m
(9
0'
MD
ai
of ?
U) >.
U)
'6 0
U
m
a
m
a
a
2 0-
a?
--°o aEi
Q
m
Lithologic Description rn
TOPSOIL (5")
RESIDUUM
Sandy Fat CLAY trace Gravel (CH): high plasticity,
3
red and orange, moist, medium stiff
4
855
very stiff
BG6
18"
8
5
11
SILT with Sand (ML): non -plastic, red and orange,
BG4
18"
moist, stiff
7
9
850
ML
21.3
100
81
46
8
BG4
18"
6
10
7
845
low plasticity, orange, black, and white, medium stiff
BG3
18"
3
15
5
Sandy Lean CLAY (CL): medium plasticity, orange
840
black, and white, moist, medium stiff
BG2
18"
3
20
5
SILT with Sand (ML): low plasticity, orange, black,
835
and white, moist, medium stiff
BG7
18"
3
25
4
830
stiff
BG3
18"
3
30
6
Silty SAND (SM): fine-grained, non -plastic, black,
825
white, and gray, dry, dense, saprolitic
BG9
18"
15
18
PROJECT NO.: 20183894
BORING LOG B-28
APPENDIX
rKL
DRAWN BY: DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/10/2018 Drilling Company: HPC Land Services BORING LOG B-28
Logged By: S. Papke Drill Crew: J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 85°F Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11861 ° N
x 'U
N
Longitude-80.39845° E
oo
m
o
~
w
Approximate Ground Surface Elevation (ft.): 858
° 3
)
o
§
0
S 0-
N
g
Surface Condition: Wooded Underbrush
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
m .�+
Z
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U
U Z
'� a3
0- aa)
Q w o
m
C9
m
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o'
MD
ai m
of ?
rn
'6 0
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m
a
m
a
a
� d
a?
°o d
Q
Lithologic Description
820
very dense BG15 18"
34
40
11 40
The boring was terminated at approximately 40 ft. GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled Groundwater was observed at approximately 31.9 ft. below
with auger cuttings on May 11, 2018. ground surface 24 hours after drilling completion.
GENERAL NOTES:
815
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
Caving was observed at a depth of 37.9 ft. below ground surface
after completion.
45
810
50
805
55
800
60
795
65
790
PROJECT NO.: 20183894
BORING LOG B-28
APPENDIX
rKL
DRAWN BY: DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/09/2018 Drilling Company: HPC Land Services BORING LOG B-29
Logged By: S. Papke Drill Crew: C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 80oF Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11843' N
>
a
o
x 'U
N
o
Longitude:-80.39872° E Q
��
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 856
.12
tY
-
§
0
S a
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
U) Q
m.�+
Z
'N
N
U
U Z
'� E
a aa)
Q w 0
m
C9
0'
MD
ai
of ?
U) >.
U)
'6 0
U
m
a
m
a
a
2 0-
a?
--°o aEi
Q
m
Lithologic Description rn
RESIDUUM
855
Sandy Fat CLAY (CH): high plasticity, red and
BG4
5
18"
orange, moist, stiff
7
BG4
18"
5
5
8
850
Sandy SILT (ML): low plasticity, red and orange
BG4
18"
moist, stiff
4
6
red, orange, and black
BG3
18"
4
10
5
845
Sandy Lean CLAY (CL): medium plasticity, red,
orange, and black, medium stiff
BG2
18"
3
15
4
840
CL
42.9
65
47
24
BG2
18"
3
20
4
835
Silty CLAY (CL-ML): medium plasticity, orange and
black, moist, medium stiff
BG2
18"
2
25
4
830
stiff
BG4
18"
4
30
6
825
— — — — — — — — — — — — — — — — — — —
Silty SAND (SM): fine-grained, low plasticity, orange
and white, moist, medium dense
BG2
18"
5
8
PROJECT NO.: 20183894
BORING LOG B-29
APPENDIX
DRAWN BY: DHK
("KL E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/09/2018 Drilling Company: HPC Land Services BORING LOG B-29
Logged By: S. Papke Drill Crew: C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 80oF Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11843' N
>
a
o
x 'U
N
o
Longitude:-80.39872° E
Q
��
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 856
.12
�
o
§
0
S a
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
N .�+
Z
'NN
U
U Z
'� (6
ad d
Q w o
m
C9
m
rn
3:
MD
aim
of ?
U)>.
rn
'60
� U
m
0-
m
0-
a
-:i
�d
0-?
°od
Q W
Lithologic Description
820
The boring was terminated at approximately 35 ft. GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled = Groundwater was observed at approximately 27.5 ft. below
with auger cuttings on May 10, 2018. ground surface at the end of drilling.
Groundwater was observed at approximately 23.8 ft. below
ground surface 24 hours after drilling completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
40
Caving was observed at a depth of 31.5 ft. below ground surface
after completion.
815
45
810
50
805
55
800
60
795
65
790
PROJECT NO.: 20183894
BORING LOG B-29
APPENDIX
rKL
DRAWN BY: DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/08/2018 - 5/09/2018 Drilling Company: HPC Land Services BORING LOG B-30
Logged By: S. Papke Drill Crew: C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 70oF Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11857' N
>
a
o
x 'U
N
a� a°�i
o
Longitude:-80.39905° E Q
��
0
o
m
~
CU w
Approximate Ground Surface Elevation (ft.): 857
. 2
tY
o
E
a
N
g
Surface Condition: Wooded Underbrush
b
rn
rn
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
m .�+
Z
'NN
U
U Z
'� a3
0- aa)
Q w o
m
C9
o'
MD
aim
of ?
rn
'6 0
U
m
a
m
a
a
� d
a?
°o d
Q
m
Lithologic Description rn
RESIDUUM
Lean CLAY with Sand (CL): medium plasticity,
BG4
5
18"
orange, black, and red, moist, stiff
CL
31.8
76
49
24
855
7
BG3
18"
4
5
9
Sandy SILT (ML): low plasticity, orange, black, and
BG3
18"
gray, moist, medium stiff, trace mica
850
3
3
orange and brown, stiff
BG3
18"
3
10
5
845
yellow, orange, and black
BG4
18"
5
15
7
840
4Sandy
Lean CLAY (CL): medium plasticity, orange
and gray, medium stiff
BG2
18"
2
20
4
835
orange, black, and red
BG2
18"
2
25
3
83
_
— -- ----
Silty CLAY (CL-ML): medium plasticity, orange and
brown, wet, medium stiff
BG2
18"
3
30
4
825
— — — — — — — — — — — — — — — — — — —
Sandy SILT (ML): low plasticity, brown, black, and
gray, wet, stiff, saprolitic, trace mica
BG2
18"
4
6
PROJECT NO.: 20183894
BORING LOG B-30
APPENDIX
rKL
DRAWN BY: DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/08/2018 - 5/09/2018 Drilling Company: HPC Land Services BORING LOG B-30
Logged By: S. Papke Drill Crew: C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 70oF Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11857' N
>
a
o
x 'U
N
a� a°�i
o
Longitude:-80.39905° E
Q
��
0
o
m
~
CU w
Approximate Ground Surface Elevation (ft.): 857
. 2
�
o
E
a
N
g
Surface Condition: Wooded Underbrush
b
rn
rn
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
m .�+
Z
'NN
U
U Z
'� a3
0- aa)
Q w o
m
C9
m
rn
o'
MD
ai m
of ?
rn
'6 0
U
m
a
m
a
a
� d
a?
°o d
Q
Lithologic Description
820
Silty SAND (SM): low plasticity, brown and black,
moist, medium dense, saprolitic, trace mica
gC 4 18"
7
40
11
The boring was terminated at approximately 40 ft. GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled = Groundwater was observed at approximately 27.5 ft. below
815
with auger cuttings on May 10, 2018. Y G round oundwatesurface at the end fdrilling.
r was obse edatapp oximately 23.8 ft. below
ground surface 24 hours after drilling completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
45
Caving was observed at a depth of 29.5 ft. below ground surface
after completion.
810
50
805
55
800
60
795
65
790
PROJECT NO.: 20183894
BORING LOG B-30
APPENDIX
rKL
DRAWN BY: DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/09/2018 Drilling Company: HPC Land Services BORING LOG B-31
Logged By: S. Papke Drill Crew: C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 80oF Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11883' N
>
a
o
x 'U
N
o
Longitude:-80.39912° E Q
��
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 860
.12
tY
-
§
0
S a
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
m .�+
Z
'NN
U
U Z
'� a3
0- aa)
Q w o
m
C9
0'
MD
aim
of ?
rn
'6 0
U
m
a
m
a
a
� d
a?
°o d
Q
m
Lithologic Description rn
RESIDUUM
Sandy Lean CLAY (CL): medium plasticity, red and
BG4
5
18"
orange, moist, stiff
7
BG2
18"
4
855 5
6
Sandy SILT (ML): low plasticity, orange, brown, —and—
BG3
18"
black, moist, stiff, trace mica
4
5
orange, black, and white, medium stiff
BG3
18"
3
850 10
5
BG3
18"
3
845 15
5
Sandy Lean CLAY (CL): medium plasticity, orange
black, and white, moist, medium stiff, trace mica
BG2
18"
3
840 20
5
Silty CLAY (CL-ML): medium plasticity, orange and
white, moist, medium stiff
BG2
18"
2
835 25
4
1
brown and white
BG2
18"
2
830 30
4
— — — — — — — — — — — — — — — — — — —
Sandy SILT (ML): low plasticity, brown, black, and
white, moist, very stiff, trace mica
BG4
18"
9
11
PROJECT NO.: 20183894
BORING LOG B-31
APPENDIX
DRAWN BY: DHK
("KL E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/09/2018 Drilling Company: HPC Land Services BORING LOG B-31
Logged By: S. Papke Drill Crew: C. Odom
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 80oF Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11883' N
>
a
o
x 'U
N
o
Longitude:-80.39912° E
Q
��
o
m
o
~
w
Approximate Ground Surface Elevation (ft.): 860
.12
�
-
§
0
S a
N
g
Surface Condition: Wooded Underbrush
��
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
m .�+
Z
'NN
U
U Z
'� a3
0- aa)
Q w o
m
C9
m
rn
o'
MD
ai m
of ?
rn
'6 0
U
m
a
m
a
a
� d
a?
°o d
Q
Lithologic Description
Silty SAND (SM): fine-grained, non-plastic, gray
orange, and brown, moist, dense, saprolitic
gC 12 18"
17
820 40
30
The boring was terminated at approximately 40 ft. GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled = Groundwater was observed at approximately 26 ft. below ground
with auger cuttings on May 10, 2018. surface at the end of drilling.
Groundwater was observed at approximately 27.2 ft. below
ground surface 24 hours after drilling completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
815 45
Caving was observed at a depth of 29 ft. below ground surface
after completion.
810 50
805 55
800 60
795 65
PROJECTNO.: 20183894
BORING LOG B-31
APPENDIX
rKL
DRAWN BY: DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/10/2018 Drilling Company: HPC Land Services BORING LOG B-32
Logged By: S. Papke Drill Crew: J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny, 85°F Auger Diameter: 2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11876' N
x 'U
N
Longitude-80.39873° E
oo
m
o
~
w
Approximate Ground Surface Elevation (ft.): 851
° 3
tY
-
§
0
S 0-
N
g
Surface Condition: Wooded Underbrush
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
U) Q
m.�+
Z
'N
N
U
U Z
'� E
a aa)
Q w 0
m
(9
o'
MD
ai
of ?
U) >.
U)
'6 0
U
m
a
m
a
a
2 0-
a?
--°o aEi
Q
m
Lithologic Description rn
TOPSOIL (4") -------------J
850
RESIDUUM
BG4
18"
Sandy Fat CLAY (CH): high plasticity, red and
4
orange, moist, stiff
7
orange
BG3
18"
4
5
6
845
— — — — — — — — — — — — — — — — — — —
Sandy SILT (ML): non -plastic, orange and black,
BG2
3
18"
moist, medium stiff
3
ri
trace mica
BG2
18"
3
10
3
840
B(--2
18"
3
15
3
835
Sandy Lean CLAY (CL): medium plasticity, light
brown, black, and white, moist, medium stiff, trace
mica
CL
33.6
66
40
18
BG2
18"
3
20
5
830
BG2
18"
2
25
3
825
Sandy SILT (ML): low plasticity, brown, gray, and
white, moist, medium stiff, trace mica
BG2
18"
-
2
30
4
820
BG2
18"
1
2
3
PROJECT NO.: 20183894
BORING LOG B-32
APPENDIX
rKL
DRAWN BY: DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED: -

Date Begin - End: 5/10/2018 Drilling Company: HPC Land Services BORING LOG B-32
Logged By:
S. Papke Drill Crew:
J. Cain
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55OX
Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny, 85°F Auger Diameter:
2.25 in. O.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 36.11876' N
x 'U
N
Longitude-80.39873° E
oo
m
o
~
w
Approximate Ground Surface Elevation (ft.): 851
° 3
)
-
§
0
S 0-
N
g
Surface Condition: Wooded Underbrush
o
rn
rn
ID
y o
Y
i t
Q
Q
Um
O Z
11
V) Q
m .�+
Z
'NN
U
U Z
'� a3
0- aa)
Q w o
m
C9
m
rn
o'
MD
ai m
of ?
U)
'6 0
U
m
a
m
a
a
� d
0-?
°o d
Q
Lithologic Description
815
orange and gray
BG2
18"
3
40
4
810
Silty SAND (SM): coarse to fine-grained,
non -plastic, black, orange, and white, moist, medium
17
dense
BG4
18"
9
45
11
805
dense
BG8
18"
16
50
30
800
BG32
1 T.
WEATHERED ROCK
50/5'
55
Sampled as Silty SAND (SM): fine-grained,
non -plastic, orange and brown, dry, very dense
795
BG50/5'
5"
60
The boring was terminated at approximately 58.9 ft.
GROUNDWATER LEVEL INFORMATION:
below ground surface. The boring was backfilled
4 Groundwater was observed at approximately 43.5 ft. below
790
with auger cuttings on May 11, 2018.
ground surface during drilling.
= Groundwater was observed at approximately 34.5 ft. below
ground surface at the end of drilling.
Groundwater was observed at approximately 29.2 ft. below
ground surface 24 hours after drilling completion.
GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
65
Caving was observed at a depth of 38.2 ft. below ground surface
after completion.
785
PROJECT NO.:
20183894
BORING LOG B-32
APPENDIX
rKL
DRAWN BY:
DHK
E/NFEL DER
CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions.
DATE:
Robinhood Road
�i
Winston-Salem, North Carolina
REVISED:
-

r�
KL E/NFEL pER
V Sngfi[People. RigAr Solutionr_
APPENDIX B
LABORATORY TEST RESULTS
LABORATORY TESTS
Moisture Content
The moisture content is the ratio expressed as a percentage, of the weight of water in a given mass
of soil to the weight of the solid particles. This test was conducted in accordance with ASTM
Designation D 2216. The test results are presented on the attached sheets.
Atterberg Limits Test
A representative sample was selected for Atterberg Limits testing to determine the soil's plasticity
characteristics. The Plasticity Index (PI) is representative of this characteristic and is bracketed by
the Liquid Limit (LL) and the Plastic Limit (PL). The Liquid Limit is the moisture content at which the
soil will flow as a heavy viscous fluid and the Plastic Limit is the moisture content at which the soil
begins to lose its plasticity. The test was conducted in accordance with ASTM D 4318.
Material Finer than the No. 200 Sieve
In this test, the sample is dried and then washed over a standard No. 200 sieve. The percentage of
soil, by weight, passing the sieve is the percentage of fines or portion of the sample in the silt and
clay size range. This test was conducted in accordance with ASTM Designation D 1140.
20183894.001A I GS018R79206 June 1, 2018
© 2018 Kleinfelder www.kleinfelder.com

gINT FILE: KIf_gint_master _2017 PROJECT NUMBER: 20183894.001A OFFICE FILTER: GREENSBORO
JIIV CIVIYLFI I C. ­Lr J /1 NummU UIIV I LID- GUI /.ULD L- JUIVIIVI T 1- - o-j YLU 1 DU. UU-D- 10 UO.OU HIVI D i. U-111-I
o
Sieve
Analysis
(%)
Atterberg
Limits
U
X
Exploration
Depth
Sample Description
lk
_
r�
O
N
xt
E
£
'a
Additional Tests
ID
(ft.)
o
U
J
D
.7
'N
'N
'7
G1
u)
f6
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B-7
1.0 - 2.5
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26.4
75
45
24
21
................
B-8
...........
3.7 - 5.2
...............................................................
SANDY FAT CLAY (CH)
18.6
...................
.............................................................
60
52
25
27
................
B-12
...........
3.5 - 5.0
...............................................................
LEAN CLAY WITH SAND (CL)
25.2
...................
100
.............................................................
75
47
24
23
................
B-15
...........
13.5 - 15.0
...............................................................
SANDY LEAN CLAY (CL)
35.8
...................
.............................................................
64
45
23
22
................
B-20
...........
1.0 - 2.5
...............................................................
FAT CLAY WITH SAND (CH)
29.6
...................
100
.............................................................
77
63
29
34
................
B-27
.... .......
8.5 - 10.0
...............................................................
FAT CLAY (CH)
25.3
...................
.............................................................
92
52
25
27
................
B-28
.... .......
8.5 - 10.0
...............................................................
SILT WITH SAND (ML)
21.3
...................
100
.............................................................
81
46
38
8
................
B-29
...........
18.1 - 19.6
...............................................................
SANDY LEAN CLAY (CL)
42.9
...................
.............................................................
65
47
23
24
................
B-30
...........
1.0 - 2.5
...............................................................
LEAN CLAY WITH SAND (CL)
31.8
...................
.............................................................
76
49
25
24
................
B-32
...........
18.5 - 20.0
...............................................................
SANDY LEAN CLAY (CL)
33.6
...................
.............................................................
66
40
22
18
PROJECT NO.: 20183894
DRAWN BY: DHK
KL E/NFEL DER CHECKED BY:
Refer to the Geotechnical Evaluation Report or the
supplemental plates for the method used for the testing Bright People. Right Solutions. DATE:
performed above.
NP = NonPlastic REVISED:
LABORATORY TEST
RESULT SUMMARY
Robinhood Road Middle School
Robinhood Road
Winston-Salem, North Carolina
APPENDIX

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B-8 3.7 - 5.2
SANDY FAT CLAY (CH)
60
52
25
27
B-12 3.5 - 5
LEAN CLAY with SAND (CL)
75
47
24
23
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B-15 13.5 - 15
SANDY LEAN CLAY (CL)
64
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23
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B-20 1 - 2.5
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77
63
29
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B-27 8.5 - 10
FAT CLAY (CH)
92
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B-28 8.5 - 10
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81
46
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B-29 18.1 - 19.6
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65
47
23
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B-30 1 - 2.5
LEAN CLAY with SAND (CL)
76
49
25
24
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B-32 18.5 - 20
SANDY LEAN CLAY (CL)
66
40
22
18
Testing performed in general accordance with ASTM D4318.
NP = Nonplastic
NM = Not Measured
PROJECT NO.: 20183894 ATTERBERG LIMITS APPENDIX
DRAWN BY: DHK
("KL EWFEL DER CHECKED BY:
Robinhood Road Middle School
Bright People. Right Solutions. DATE: Robinhood Road
�i Winston-Salem, North Carolina
REVISED: -

t KLEINFELpER
.� 8ngfi[People. RigAr Solutionr_
APPENDIX C
GBA DOCUMENT
20183894.001A I GS018R79206 June 1, 2018
© 2018 Kleinfelder www.kleinfelder.com

r- Geotechnical-Engineering Report --)
The Geoprofessional Business Association (GBA)
has prepared this advisory to help you — assumedly
a client representative — interpret and apply this
geotechnical-engineering report as effectively
as possible. In that way, clients can benefit from
a lowered exposure to the subsurface problems
that, for decades, have been a principal cause of
construction delays, cost overruns, claims, and
disputes. If you have questions or want more
information about any of the issues discussed below,
contact your GBA-member geotechnical engineer.
Active involvement in the Geoprofessional Business
Association exposes geotechnical engineers to a
wide array of risk -confrontation techniques that can
be of genuine benefit for everyone involved with a
construction project.
Geotechnical-Engineering Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific
needs of their clients. A geotechnical-engineering study conducted
for a given civil engineer will not likely meet the needs of a civil -
works constructor or even a different civil engineer. Because each
geotechnical-engineering study is unique, each geotechnical-
engineering report is unique, prepared solely for the client. Those who
rely on a geotechnical-engineering report prepared for a different client
can be seriously misled. No one except authorized client representatives
should rely on this geotechnical-engineering report without first
conferring with the geotechnical engineer who prepared it. And no one
- not even you - should apply this report for any purpose or project except
the one originally contemplated.
Read this Report in Full
Costly problems have occurred because those relying on a geotechnical-
engineering report did not read it in its entirety. Do not rely on an
executive summary. Do not read selected elements only. Read this report
in full.
You Need to Inform Your Geotechnical Engineer
about Change
Your geotechnical engineer considered unique, project -specific factors
when designing the study behind this report and developing the
confirmation -dependent recommendations the report conveys. A few
typical factors include:
• the clients goals, objectives, budget, schedule, and
risk -management preferences;
• the general nature of the structure involved, its size,
configuration, and performance criteria;
the structures location and orientation on the site; and
other planned or existing site improvements, such as
retaining walls, access roads, parking lots, and
underground utilities.
Typical changes that could erode the reliability of this report include
those that affect:
• the sites size or shape;
• the function of the proposed structure, as when it's
changed from a parking garage to an office building, or
from a light -industrial plant to a refrigerated warehouse;
• the elevation, configuration, location, orientation, or
weight of the proposed structure;
• the composition of the design team; or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes - even minor ones - and request an assessment of their
impact. The geotechnical engineer who prepared this report cannot accept
responsibility or liability for problems that arise because the geotechnical
engineer was not informed about developments the engineer otherwise
would have considered.
This Report May Not Be Reliable
Do not rely on this report if your geotechnical engineer prepared it:
• for a different client;
• for a different project;
• for a different site (that may or may not include all or a
portion of the original site); or
• before important events occurred at the site or adjacent
to it; e.g., man-made events like construction or
environmental remediation, or natural events like floods,
droughts, earthquakes, or groundwater fluctuations.
Note, too, that it could be unwise to rely on a geotechnical-engineering
report whose reliability may have been affected by the passage of time,
because of factors like changed subsurface conditions; new or modified
codes, standards, or regulations; or new techniques or tools. If your
geotechnical engineer has not indicated an `apply -by" date on the report,
ask what it should be, and, in general, if you are the least bit uncertain
about the continued reliability of this report, contact your geotechnical
engineer before applying it. A minor amount of additional testing or
analysis - if any is required at all - could prevent major problems.
Most of the "Findings" Related in This Report Are
Professional Opinions
Before construction begins, geotechnical engineers explore a sites
subsurface through various sampling and testing procedures.
Geotechnical engineers can observe actual subsurface conditions only at
those specific locations where sampling and testing were performed. The
data derived from that sampling and testing were reviewed by your
geotechnical engineer, who then applied professional judgment to
form opinions about subsurface conditions throughout the site. Actual
sitewide-subsurface conditions may differ - maybe significantly - from
those indicated in this report. Confront that risk by retaining your
geotechnical engineer to serve on the design team from project start to
project finish, so the individual can provide informed guidance quickly,
whenever needed.

This Report's Recommendations Are
Confirmation -Dependent
The recommendations included in this report - including any options
or alternatives - are confirmation -dependent. In other words, they are
not final, because the geotechnical engineer who developed them relied
heavily on judgment and opinion to do so. Your geotechnical engineer
can finalize the recommendations only after observing actual subsurface
conditions revealed during construction. If through observation your
geotechnical engineer confirms that the conditions assumed to exist
actually do exist, the recommendations can be relied upon, assuming
no other changes have occurred. The geotechnical engineer who prepared
this report cannot assume responsibility or liability for confirmation -
dependent recommendations if you fail to retain that engineer to perform
construction observation.
This Report Could Be Misinterpreted
Other design professionals' misinterpretation of geotechnical-
engineering reports has resulted in costly problems. Confront that risk
by having your geotechnical engineer serve as a full-time member of the
design team, to:
confer with other design -team members,
help develop specifications,
review pertinent elements of other design professionals'
plans and specifications, and
be on hand quickly whenever geotechnical-engineering
guidance is needed.
You should also confront the risk of constructors misinterpreting this
report. Do so by retaining your geotechnical engineer to participate in
prebid and preconstruction conferences and to perform construction
observation.
Give Constructors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can shift
unanticipated -subsurface -conditions liability to constructors by limiting
the information they provide for bid preparation. To help prevent
the costly, contentious problems this practice has caused, include the
complete geotechnical-engineering report, along with any attachments
or appendices, with your contract documents, but be certain to note
conspicuously that you've included the material for informational
purposes only. To avoid misunderstanding, you may also want to note
that "informational purposes" means constructors have no right to rely
on the interpretations, opinions, conclusions, or recommendations in
the report, but they may rely on the factual data relative to the specific
times, locations, and depths/elevations referenced. Be certain that
constructors know they may learn about specific project requirements,
including options selected from the report, only from the design
drawings and specifications. Remind constructors that they may
perform their own studies if they want to, and be sure to allow enough
time to permit them to do so. Only then might you be in a position
to give constructors the information available to you, while requiring
them to at least share some of the financial responsibilities stemming
from unanticipated conditions. Conducting prebid and preconstruction
conferences can also be valuable in this respect.
Read Responsibility Provisions Closely
Some client representatives, design professionals, and constructors do
not realize that geotechnical engineering is far less exact than other
engineering disciplines. That lack of understanding has nurtured
unrealistic expectations that have resulted in disappointments, delays,
cost overruns, claims, and disputes. To confront that risk, geotechnical
engineers commonly include explanatory provisions in their reports.
Sometimes labeled "limitations, many of these provisions indicate
where geotechnical engineers' responsibilities begin and end, to help
others recognize their own responsibilities and risks. Read these
provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The personnel, equipment, and techniques used to perform an
environmental study - e.g., a "phase -one' or "phase -two" environmental
site assessment - differ significantly from those used to perform
a geotechnical-engineering study. For that reason, a geotechnical-
engineering report does not usually relate any environmental findings,
conclusions, or recommendations; e.g., about the likelihood of
encountering underground storage tanks or regulated contaminants.
Unanticipated subsurface environmental problems have led to project
failures. If you have not yet obtained your own environmental
information, ask your geotechnical consultant for risk -management
guidance. As a general rule, do not rely on an environmental report
prepared for a different client, site, or project, or that is more than six
months old.
Obtain Professional Assistance to Deal with Moisture
Infiltration and Mold
While your geotechnical engineer may have addressed groundwater,
water infiltration, or similar issues in this report, none of the engineer's
services were designed, conducted, or intended to prevent uncontrolled
migration of moisture - including water vapor - from the soil through
building slabs and walls and into the building interior, where it can
cause mold growth and material -performance deficiencies. Accordingly,
proper implementation of the geotechnical engineer's recommendations
will not of itself be sufficient to prevent moisture infiltration. Confront
the risk of moisture infiltration by including building -envelope or mold
specialists on the design team. Geotechnical engineers are not building -
envelope or mold specialists.
GEOPROFESSIONAL
BUSINESS
&EPA ASSOCIATION
Telephone: [phone]
e-mail: [e-mail] www.geoprofessional.org
Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly
prohibited, except with GBAs specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission
of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any
kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent