SW1200502_31-3799 NC Arboretum Report_20200713

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ECS SOUTHEAST, LLP Setting the Standard for Service'
Geotechnical • Construction Materials • Environmental • Facilities NC Registed Engineering Firm F4078
NC Registered Geologists Firm C-496
SC Registered Engineering Firm 3239
May 21, 2019
Mr. Joshua Karrick, PLA, ASLA, AICP
Bell Engineering
1278 Hendersonville Road, Suite D
Asheville, North Carolina 28803
Reference: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
NC Arboretum Parking Expansion
100 Frederick Law Olmsted Way
Asheville, Buncombe County, North Carolina
ECS Project Number 31-3799
Mr. Karrick:
ECS Southeast, LLP (ECS) has completed the subsurface exploration and geotechnical engineering
services for the above referenced project. This project was authorized and performed in general
accordance with ECS Proposal No. 31-5748-P dated January 21, 2019.
PKUJEC I INFORMA I IUN
Our understanding of the project is based on recent email and telephone correspondence between you
and ECS' Scott Sawyer, PE. Based on our correspondence, we understand that the NC Arboretum is
planning to rehabilitate their existing parking lot as well as construct a new expansion to their existing
parking lot. The project site is located on the NC Arboretum campus at 100 Fredrick Law Olmstead Way
in Asheville, North Carolina.
We understand that the rehabilitation of the existing parking lot will likely consist of either a mill and
overlay repair or localized full depth asphalt replacement. We anticipate that the existing parking lot
grades will essential stay the same. Also as part of the existing parking lot redesign, 58 additional
spaces will be added as well as pervious pavement areas.
The planned new parking lot expansion is located just northwest of the existing parking lot. This area is
heavily wooded and moderately sloped. Based on the existing grades, we anticipate that up to about
10 feet of cut and fill will be required to create a level parking pad. The new parking lot will allow for 78
car spaces and 13 bus spaces.
EXPLUKATIUN
Hand Auger Borings
Our services included obtaining twelve cores (C-1 through C-12) of the asphaltic concrete pavement as
indicated on the attached Exploration Location Diagram. The thickness of the asphalt cores were
measured at each location. The thickness of the underlying aggregate base course was also measured
and samples of the near -surface subgrade soils were obtained. Photographs of each of the core
location as well as the cores themselves are attached.
1900 Hendersonville Road, Suite 10, Asheville, NC 28803 • T: 828,665,2307 • F: 828-665,8128 • ec0rnited.com
ECS Capitol Services, PLLC • ECS Florida, LLC 9 ECS Mid -Atlantic, LLC • ECS Midwest, LLC 9 ECS Southeast, LLP • ECS Southwest, LLP

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
NCArboretum Parking Expansion
Asheville, Buncombe County, North Carolina
ECS Project Number 31-3799
Page 2
The hand auger borings were performed by turning a three-inch diameter hollow bucket auger with
sharpened blades into the soil. Samples of the cuttings were collected in approximate 6-inch
increments and visually classified. The borings were advanced to a maximum depth of approximately 3
feet below the existing grade in order to visually classify the subgrade soil conditions. The boreholes
were backfilled with the auger cuttings and patched with asphalt cold -patch upon completion.
In addition, Kessler Dynamic Cone Penetrometer (KDCP) tests were performed in the boreholes in
general accordance with the procedures of ASTM D 6951 (Standard Test Method For Use of the Dynamic
Cone Penetrometer in Shallow Pavement Applications, 2009). This test consists of continuously driving a
conical point into the soil using a 17.6 pound cylinder weight, free -falling a height of 22.6 inches. The
depth of cone penetration is measured at selected hammer drop intervals and the soil shear strength is
reported in terms of DCP index. The DCP index is used to correlate the in -place California Bearing Ratio
value. Individual Kessler DCP Test Data sheets are attached.
Based on the results of our coring fieldwork, a summary of the existing asphalt sections encountered
during testing are shown in Table 1.
Pavement Evaluation
A visual reconnaissance was performed to provide a qualitative assessment of the existing pavement
conditions at the NC Arboretum. The pavement conditions were visually observed and characterized
into three categories: Good, Fair and Poor. Conditions labeled as "Good" displayed minimal evidence
of cracking, rutting or surface distress. In these areas, it is unlikely that remedial repairs will be required
prior to placement of the asphalt overlay. Conditions labeled as "Fair" displayed light to moderate
cracking and minor rutting, where the distress is likely located in the asphalt and stone base course
layers. In these areas, some remedial repairs may be required. This should be evaluated in the field, on
a case -by -case basis. Conditions labeled as "Poor" displayed moderate to severe cracking and heavy
rutting where it appears that the distress has migrated down into the subgrade soils. In these areas,
remedial repairs consisting of subgrade undercut and replacement with Aggregate Base Course (ABC)
stone or full -depth asphalt may likely be required.
Pavements in the vicinity of C-3 and C-12 were observed to be in "Good" condition with little evidence
of distress.
Pavements in the vicinity of locations C-1, C-2, C-4, C-5, C-6, C-7 and C-8 were observed to be "Fair"
with alligator cracking and minor rutting.
Pavements in the vicinity of locations C-9, C-10, and C-11 were observed to be in "Poor" condition.
Major cracking and rutting was observed within these areas.
Existing Pavement Conditions at each core location are identified on the Summary of Pavement Section
Measurements in the attachments. Typical photographs of each condition are included in the Site
Photographs attachment of this report as well.

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
NCArboretum Parking Expansion
Asheville, Buncombe County, North Carolina
ECS Project Number 31-3799
Page 3
Test Pit Excavations
Eight test pit excavations (TP-1 through TP-8) were performed at the approximate locations shown on
the Exploration Location Diagram in the Appendix. The test pits were performed within planned parking
lot expansion area. The test pit excavations were extended to depths ranging from about 8% to 11 feet
below the existing ground surface.
The excavations were performed with a John Deere 60G excavator, having a maximum reach of about 10
feet. The relative difficulty of test pit excavation within the different soil strata and descriptions of the
subsurface materials encountered were observed and recorded by ECS staff. Individual Test Pit Logs and
representative photographs of the conditions encountered in the excavations are attached to this
report.
ECS field personnel obtained several representative grab samples from each test pit excavation. The
samples were returned to our laboratory for visual classification and testing.
Laboratory Testing
Representative soil samples obtained during our field exploration were selected and tested in our
laboratory to check field classifications and to help estimate pertinent index and engineering properties
of the site soils. The geotechnical laboratory testing included:
• Visual classification of soil samples in general conformance with ASTM D 2487,
• Index property testing of select soils samples including:
o Natural moisture content determinations (ASTM D 2216),
o Atterberg limits testing (ASTM D 4318),
o Percent passing the No. 200 sieve (ASTM D 1140), and
The laboratory test results are included on the Laboratory Testing Summary provided in the Appendix.
The moisture content and Atterberg limit test results are also presented on the individual Hand Auger
Boring and Test Pit Logs.
EXPLORATORY RESULTS
Hand Auger Borings
In summary, the existing asphalt measured at the core locations ranged from approximately 1 to 3
inches in thickness. The aggregate base course thickness ranged between approximately 6 and 14
inches. Below is a summary table with asphalt and aggregate base course thicknesses and our opinion
of the observed pavement condition.

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
NCArboretum Parking Expansion
Asheville, Buncombe County, North Carolina
ECS Project Number 31-3799
Page 4
Table 1: Existing Asphalt Pavement Section
Core Location
Asphalt
Thickness
(inches)
Aggregate Base Course
Thickness
(inches)
Existing Pavement
Condition
C-1
3
12
Fair
C-2
2%
12
Fair
C-3
2
12
Good
C-4
2%
12
Fa i r
C-5
3
10
Fair
C-6
2%
12
Fair
C-7
2
8
Fa i t
C-8
2%
14
Fair
C-9
1%
10
Poor
C-10
2
6
Poor
C-11
1
12
Poor
C-12
2%
12
Good
Underlying the surficial pavement and aggregate base layers, manual hand auger borings encountered
fill and residual soils. In general, the soils typically consisted of silty fine to medium sand (SM / A-2-4).
Kessler DCP testing of the stone base indicated in -place CBR values ranging from 10 to 100+, with
typical values between 30 and 50. Kessler DCP testing of the pavement subgrade soils indicated in -
place CBR values ranging between 5 and 100+ with typical CBR values ranging from 10 to 30, with an
average CBR of 15.
Groundwater was not encountered within the hand auger borings at the time of our exploration. For
safety reasons, the borings were backfilled immediately after drilling, making stabilized (24-hour)
readings unobtainable. Groundwater elevations should be expected to vary depending on seasonal
fluctuations in precipitation, surface water absorption characteristics, and other factors.
Test Pit Excavations
The test pits encountered a surficial layer of topsoil approximately 4 to 6 inches thick. Underlying the
topsoil, natural residual soils were encountered to the termination depth of each test pit (8% to 11 feet
below existing ground surface). The residual soils generally consisted of sandy silt (ML) transitioning with
depth to silty fine to medium sand (SM). Varying amounts of rock fragments were sampled throughout
the residuum.
Groundwater was not encountered in the test pits at the time of this exploration. Groundwater
elevations should be expected to vary depending on seasonal fluctuations in precipitation, surface

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
NCArboretum Parking Expansion
Asheville, Buncombe County, North Carolina
ECS Project Number 31-3799
Page 5
water absorption characteristics, and other factors. Please note that pockets of water may still be
present within localized zones in the subsurface matrix that may not have been encountered in our test
pit excavations.
The above paragraphs provide a general summary of the subsurface conditions encountered at specific
exploration locations at the time of our exploration. Subsurface conditions intermediate of the actual
exploration locations may vary. The Test Pit Logs attached to this report contain more detailed
information regarding the subsurface conditions encountered at each exploration location. These logs
represent our visual classification of the samples retrieved during the field exploration. The
stratification lines on the logs designate approximate boundaries between various subsurface strata.
The actual in -situ transitions are expected to be more gradual.
EXISING PARKING LOT ASPHALT OVERLAY DESIGN
As previously mentioned, we cored the existing pavement structure at twelve (12) locations to
determine the thickness of the existing pavement system in order to provide an analysis for an overlay
that will be necessary to achieve the proper thickness (i.e. Structural Number) for the provided traffic
conditions. Please note that "Bulk Specific Gravity and Density of Compacted Bituminous Mixtures"
(ASTM D-2726) and "Extraction of Bitumen From Bituminous Paving" (ASTM D-2172) were not
performed on the asphalt cores for this study.
ECS has utilized the AASHTO Pavement Design Method, 1993. The recommendations presented herein
assume that the production and placement of the asphalt meet the requirements of current AASHTO
standards. As with any pavement, the thickness of the pavement section is determined by many
factors. Possibly the most important factor is the volume and type of traffic that the proposed
pavement will experience. Should the loading conditions be different than what we have assumed, we
should be given the opportunity to review our design and provide you with a revised pavement design,
if necessary.
For our analysis, we assumed traffic conditions consisting of 35,000 18-kip ESAL's which includes
passenger vehicles as well as heavy duty buses, delivery trucks, and garbage trucks. We have not
assumed an annual growth rate. An average in -place California Bearing Ratio (CBR) value of 15 was
used based on our Kessler DCP testing. The following overlay design is based on a 10-year design life.
Based on the Structural Number (SN) of 1.47 required for a 10-year overlay design, it is our opinion that
the existing pavement section provides an average SN of 2.00, before rehabilitation. Therefore, we
recommend milling the upper 2 inches of pavement prior to placement of the overlay. Please note that
in some areas, the asphalt may be removed in its entirety. We recommend the overlay consist of 2
inches of S9.513 surface course.
The three areas identified as "Poor" consists of 2 inches of asphalt or less. Because the asphalt will be
fully removed in these areas, we recommend the ABC stone base be thoroughly proofrolled prior to
placement of new pavement. Provided the subgrade performs satisfactorily under the weight of the
proofroll vehicle, new pavement may then be placed. If the proofroll does not perform satisfactory, the
unsuitable sub -base and subgrade materials may require undercutting and replacement with ABC stone

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
NCArboretum Parking Expansion
Asheville, Buncombe County, North Carolina
ECS Project Number 31-3799
Page 6
or full depth asphalt. The most appropriate remedial activity to repair unstable or unsuitable subgrades
should be determined by ECS in the field at the time of proofrolling.
Additionally, cracks and joints should be filled with a lean mixture of sand and liquid bituminous
material. This mixture should be well tamped in -place, leveled with the pavement surface and any
excess removed. Depressions should be leveled using bituminous patch mixtures. After repairs have
been completed and prior to placement of the overlay, the surface should be swept clean of all dirt,
dust and foreign material that may tend to break the bond between the overlay and the existing
pavement. In addition, to minimize the potential for and to delay the appearance of reflective cracking,
we recommend the contractor install a layer of Tensar Glasgrid (or approved equivalent) after sealing
the cracks and prior to placement of the overlay.
PARKING LOi EXPANSION CONSIDERATIONS
Based on the subsurface conditions encountered within the test pit excavations and our experience
with similar site conditions and construction, the soils at the site appear generally suitable for support
of the proposed parking lot expansion using conventional construction techniques. The on -site soils
should be able to be excavated using conventional earthmoving equipment and are generally suitable
for re -use as structural fill.
Site and Subgrade Preparation
The first step should be to remove the surficial topsoil, vegetation, and rootmat from the planned
parking expansion limits. Soft, unsuitable, or deleterious material should be removed from the existing
ground surface as well. After removal of the surficial materials, the exposed subgrade soils within the
areas to receive fill should be carefully examined by the Geotechnical Engineer, or their representative,
to help identify any localized loose, yielding, or otherwise unsuitable materials. Unsuitable subgrade
materials may require undercutting or stabilization in -place with geosynthetics prior to the placement
of new structural fill materials. The most appropriate remedial activity to repair unstable or unsuitable
subgrades should be determined in the field during construction.
Additional, existing areas that are at grade or excavated to grade should also be examined by the
Geotechnical Engineer. Areas that perform satisfactory under the weight of a proofroll may be
prepared for the pavement section. Areas that are identified as unstable should be repaired. The most
appropriate remedial activity to repair unstable or unsuitable subgrades should be determined in the
field during construction.
Structural Fill Materials
Product Submittals: Prior to placement of Structural Fill, representative bulk samples (about 50
pounds) of proposed on -site and off -site borrow material should be submitted to ECS for laboratory
testing, which will include Atterberg limits, natural moisture content, grain -size distribution, and
moisture -density relationships for compaction. Import materials should be tested prior to being hauled
to the site to determine if they meet project specifications.

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
NCArboretum Parking Expansion
Asheville, Buncombe County, North Carolina
ECS Project Number 31-3799
Page 7
Satisfactory Structural Fill Materials: Materials satisfactory for use as Structural Fill should consist of
inorganic soils classified as GW, SW, SM or a combination of these group symbols. The materials should
be free of organic matter, debris, and should contain no particle sizes greater than 4 inches in the
largest dimension. Open graded materials, such as Gravels (GP), which contain void space in their mass
should not be used in structural fills unless properly encapsulated with filter fabric. Suitable Structural
Fill material should have the index properties with a maximum Liquid Limit of 50 and a maximum
Plasticity Index of 30. Additionally, the re -use of ML or CL soil types as fill materials may be suitable
provided they meet the Liquid Limit and Plasticity Index requirements.
Unsatisfactory Materials: Unsatisfactory fill materials include materials which to not satisfy the
requirements for suitable materials, as well as topsoil and organic materials.
Structural Fill Requirements
We anticipate that up to about 10 feet of fill will be required in order to achieve the finished grades.
The fill materials should have a plasticity index less than 30 and a liquid limit less than 50. We also
recommend that all fills within structural areas have a standard Proctor (ASTM D 698) maximum dry
density of at least 95 pounds per cubic foot (pcf). The soils encountered in our test pits are generally
considered suitable for re -use as engineered fill.
Engineered fill placed within the pavement areas should be placed in lifts not exceeding 8 inches in
loose lift thickness, moisture conditioned to within their working range of optimum moisture content,
and compacted to a minimum of 98 percent of their standard Proctor maximum dry density in
accordance with ASTM D 698. Similarly, isolated areas of engineered fill, such as trench backfill, should
be placed in lifts not exceeding 4 to 6 inches and meet the same compaction criteria. The moisture
content of the fill should be maintained in the soil's working range of optimum, which is typically plus or
minus 3 percent.
The pavement areas should be well defined during fill placement. Grade controls should also be
maintained throughout the filling operations. Filling operations should be observed on a full-time basis
by an experienced soils engineering technician to document that the required degrees of compaction
are being achieved. We recommend that a minimum of one compaction test per 2,500 square feet per
lift of fill be performed. The elevation and location of the tests should be accurately identified at the
time of fill placement. Areas which fail to achieve the required degree of compaction should be re -
compacted and re -tested until the required compaction is achieved. Failing test areas may require
moisture adjustments or other suitable remedial activities in order to achieve the required compaction.
Fill materials should not be placed on frozen soils or frost -heaved soils and/or soils which have been
recently subjected to precipitation. Borrow fill materials should not contain wet or frozen materials at
the time of placement. Wet or frost -heaved soils should be removed prior to placement of engineered
fill, granular sub -base materials, and asphalt pavement materials.
If problems are encountered during the site grading operations, or if the actual site conditions differ
from those encountered during our subsurface exploration, the geotechnical engineer should be
notified immediately.

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
NCArboretum Parking Expansion
Asheville, Buncombe County, North Carolina
ECS Project Number 31-3799
Page 8
Earth Slope Requirements
Final engineered slopes should be inclined no steeper than 2H:1V (Horizontal: Vertical) for cut and/or fill
slopes in order to maintain a suitable long-term factor of safety. Fill slopes shall not be constructed
using organic strippings, topsoil or other deleterious materials, and should be over -built slightly steeper
and cut back to the required inclination in order to expose properly compacted soil at the slope face
and to help enhance their long-term stability. Slopes should be properly vegetated to prevent erosion
and shallow surficial sloughing which could lead to other instabilities.
In addition to proper vegetation, permanent turf reinforcement matting (TRIM) or flexible growth medium
(FGM) should be applied to all slopes, cut or fill, exceeding a 2H:1V inclination in order to reduce erosion
and shallow surficial sloughing. We recommend EnkaMat 703, Tensar Vmax SC250 TRIM, Tensar HydraCX
hydraulic mulch FGM, or approved equivalent be used for permanent surficial stabilization on steep slopes.
Slopes with inclinations of 2H:1V or flatter should receive temporary matting, such as Tensar EroNet S75 or
approved equivalent. Slope matting should be installed per the manufacture's specifications.
New Pavement Requirements
New pavements may be supported on approved residual soils or newly placed structural fill, provided
that the recommendations provided herein are strictly followed. The pavement subgrades should be
prepared in strict accordance with the recommendations in the Site and Subgrade Preparation and
Structural Fill sections of this report.
For our analysis, we assumed traffic conditions consisting of 65,000 18-kip ESAL's which includes
passenger vehicles as well as heavy duty buses, delivery trucks, and garbage trucks. We have not
assumed an annual growth rate. An average in -place California Bearing Ratio (CBR) value of 10 was
used based on our laboratory index testing.
Should the actual traffic conditions be different than those stated, ECS should be allowed to carefully
review these recommendations and make appropriate revisions based upon the new traffic design
criteria and/or determination of the engineering properties of the actual pavement subgrade soils. It is
important to understand the recommended sections do not take into account construction traffic.
Minimum
Material Designation
Thickness
Asphalt Surface Course (S 9.513)
2.0 inches
Graded Aggregate Base Course
8.0 inches
The asphalt concrete surface course materials, asphalt concrete binder course materials, and underlying
aggregate base course materials should conform to the latest edition of the North Carolina Department
of Transportation Standard Specifications. Careful selection of the asphalt mixes should be made based
upon the anticipated traffic conditions.

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
NC Arboretum Parking Expansion
Asheville, Buncombe County, North Carolina
ECS Project Number 31-3799
Page 9
An important consideration with the design, construction and performance of pavements is surface and
subsurface drainage. Where standing water develops, either on the pavement surface or within the
base course layer, softening of the subgrades and other problems related to the deterioration of the
pavement can be expected. Furthermore, good drainage should help reduce the possibility of the
subgrade materials becoming saturated during the normal service period of the pavement.
CLOSING
ECS Southeast, LLP appreciates the opportunity to assist you during this phase of the project. If you
have questions concerning this report, please contact our office at 828-665-2307.
Respectfully,
ECS SOUTHEAST, LLP
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Scott W. Sawyer, P.E.
Project Engineer
NC License No. 043873
ATTACHMENTS: Site Location Diagram
Exploration Location Diagram
Hand Auger Logs (C-1 through C-12)
DCP Test Data (C-1 through C-12)
Core Photographs (12 sheets)
Test Pit Logs (TP-1 through TP-8)
Test Pit Photographs (9 Sheets)
Laboratory Testing Summary
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Michael J. Walko, P.E.
Principal Engineer

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PROJECT NO.
31:3799
100 FREDERICK LAW OLMSTED WAY, ASHEVILLE, NC SHEET
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PROJECT NAME:
HAND AUGER #
- I
US
C
NC Arboretum Parking Expansion
C-1
CLIENT.
Job #:
SURFACE
ELEVATION
Bell En ineerin
31:3799
L
DEPTH
(FT.)
ELEV.
(FT.)
LOCATION:
100 Frederick Law Olmsted Way,Asheville NCIEFFOR
ARCH./ENG:
Excay.
DCP
4P
(TSF)
SAMPLE
NO.
MOIST.
CONT.
DESCRIPTION OF MATERIAL
0
—Asphalt Thickness 3"
ABC Stone Thickness [12"]
M
(SM FILL) FILL, SILTY FINE TO MEDIUM SAND, contains slight mica,
brown, moist
S-1
2
S-2
END OF HAND AUGER @ 3'
4
6
8
10
12
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
GROUNDWATER While Drilling = After Drilling 1
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater:
SL/AH
1 04/22/19

PROJECT NAME:
HAND AUGER #
- I
Q7
NC Arboretum Parking Expansion
C-2
CLIENT.
Job #:
SURFACE
ELEVATION
Bell En ineerin
31:3799
DEPTH
ELEV.
LOCATION:
ARCH./ENG:
Excay.
4P
SAMPLE
MOIST.
(FT.)
(FT.)
100 Frederick Law Olmsted Way,Asheville NCIEFFOR
DCP
(TSF)
NO.
CONT.
DESCRIPTION OF MATERIAL
0
—Asphalt Thickness 2.5"
ABC Stone Thickness [12"]
.�
.�
(SM FILL) FILL, SILTY FINE TO MEDIUM SAND, contains slight mica,
brown, moist
M
S-1
2
S-2
22.8
END OF HAND AUGER @ 3'
4
6
8
10
12
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
= 1
GROUNDWATER While Drilling After Drilling
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater:
SL/AH
1 04/22/19

PROJECT NAME:
HAND AUGER #
- I
Q7
NC Arboretum Parking Expansion
C-3
CLIENT.
Job #:
SURFACE
ELEVATION
Bell En ineerin
31:3799
DEPTH
ELEV.
LOCATION:
ARCH./ENG:
Excay.
4P
SAMPLE
MOIST.
(FT.)
(FT.)
100 Frederick Law Olmsted Way,Asheville NCIEFFOR
DCP
(TSF)
NO.
CONT.
DESCRIPTION OF MATERIAL
0
As halt Thickness 2"
ABC Stone Thickness [12"]
i
.�
;.
(SM FILL) FILL, SILTY FINE TO MEDIUM SAND, contains slight mica,
brown, moist
M
S-1
2
S-2
END OF HAND AUGER @ 3'
4
6
8
10
12
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
= 1
GROUNDWATER While Drilling After Drilling
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater:
SL/AH
1 04/22/19

PROJECT NAME:
HAND AUGER #
- I
Q7
NC Arboretum Parking Expansion
C-4
CLIENT.
Job #:
SURFACE
ELEVATION
Bell En ineerin
31:3799
DEPTH
ELEV.
LOCATION:
ARCH./ENG:
Excay.
4P
SAMPLE
MOIST.
(FT.)
(FT.)
100 Frederick Law Olmsted Way,Asheville NCIEFFOR
DCP
(TSF)
NO.
CONT.
DESCRIPTION OF MATERIAL
0
—Asphalt Thickness 2.5"
ABC Stone Thickness [12"]
.�
.�
(SM) Residuum, SILTY FINE SAND, contains slight mica, reddish brown
and brown, moist
M
S-1
2
S-2
21.7
END OF HAND AUGER @ 3'
4
6
8
10
12
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
= 1
GROUNDWATER While Drilling After Drilling
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater:
SL/AH
1 04/22/19

PROJECT NAME:
HAND AUGER #
- I
US
C
NC Arboretum Parking Expansion
C-5
CLIENT.
Job #:
SURFACE
ELEVATION
Bell En ineerin
31:3799
L
DEPTH
ELEV.
LOCATION:
ARCH./ENG:
Excay.
4P
SAMPLE
MOIST.
(FT.)
(FT.)
100 Frederick Law Olmsted Way,Asheville NCIEFFOR
DCP
(TSF)
NO.
CONT.
DESCRIPTION OF MATERIAL
0
—Asphalt Thickness 3"
ABC Stone Thickness [10"]
(SM FILL) FILL, SILTY FINE TO MEDIUM SAND, contains slight mica,
brown, moist
M
S-1
2
S-2
END OF HAND AUGER @ 3'
4
6
8
10
12
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
= 1
GROUNDWATER While Drilling After Drilling
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater:
SL/AH
1 04/22/19
I

PROJECT NAME:
HAND AUGER #
- I
Q7
NC Arboretum Parking Expansion
C-6
CLIENT.
Job #:
SURFACE
ELEVATION
Bell En ineerin
31:3799
DEPTH
ELEV.
LOCATION:
ARCH./ENG:
Excay.
4P
SAMPLE
MOIST.
(FT.)
(FT.)
100 Frederick Law Olmsted Way,Asheville NCIEFFOR
DCP
(TSF)
NO.
CONT.
DESCRIPTION OF MATERIAL
0
—Asphalt Thickness 2.75"
ABC Stone Thickness [12"]
.�
(SM FILL) FILL, SILTY FINE TO MEDIUM SAND, contains slight mica,
brown, moist
M
S-1
2
S-2
14.1
END OF HAND AUGER @ 3'
4
6
8
10
12
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
= 1
GROUNDWATER While Drilling After Drilling
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater:
SL/AH
1 04/22/19

PROJECT NAME:
HAND AUGER #
- I
Q7
NC Arboretum Parking Expansion
C-7
CLIENT.
Job #:
SURFACE
ELEVATION
Bell En ineerin
31:3799
DEPTH
ELEV.
LOCATION:
ARCH./ENG:
Excay.
4P
SAMPLE
MOIST.
(FT.)
(FT.)
100 Frederick Law Olmsted Way,Asheville NCIEFFOR
DCP
(TSF)
NO.
CONT.
DESCRIPTION OF MATERIAL
0
As halt Thickness 2"
ABC Stone Thickness [8"]
i
(SM FILL) FILL, SILTY FINE TO MEDIUM SAND, contains slight mica,
brown, moist
M
S-1
2
S-2
END OF HAND AUGER @ 3'
4
6
8
10
12
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
= 1
GROUNDWATER While Drilling After Drilling
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater:
SL/AH
1 04/22/19
I

PROJECT NAME:
HAND AUGER #
- I
Q7
NC Arboretum Parking Expansion
C-8
CLIENT.
Job #:
SURFACE
ELEVATION
Bell En ineerin
31:3799
DEPTH
ELEV.
LOCATION:
ARCH./ENG:
Excay.
4P
SAMPLE
MOIST.
(FT.)
(FT.)
100 Frederick Law Olmsted Way,Asheville NCIEFFOR
DCP
(TSF)
NO.
CONT.
DESCRIPTION OF MATERIAL
0
—Asphalt Thickness 2.5"
ABC Stone Thickness [14"]
►�
(SM FILL) FILL, SILTY FINE SAND, contains slight mica, reddish brown
M
and dark brown, moist
S-1
2
S-2
END OF HAND AUGER @ 3'
4
6
8
10
12
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
= 1
GROUNDWATER While Drilling After Drilling
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater:
SL/AH
1 04/22/19

PROJECT NAME:
HAND AUGER #
- I
Q7
NC Arboretum Parking Expansion
C-9
CLIENT.
Job #:
SURFACE
ELEVATION
Bell En ineerin
31:3799
DEPTH
ELEV.
LOCATION:
ARCH./ENG:
Excay.
4P
SAMPLE
MOIST.
(FT.)
(FT.)
100 Frederick Law Olmsted Way,Asheville NCIEFFOR
DCP
(TSF)
NO.
CONT.
DESCRIPTION OF MATERIAL
0
As halt Thickness 1.5"
�.
ABC Stone Thickness [10"]
�.
.�
(SM FILL) FILL, SILTY FINE SAND, contains slight mica, dark gray and
reddish brown, moist
M
S-1
2
S-2
21.1
END OF HAND AUGER @ 3'
4
6
8
10
12
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
= 1
GROUNDWATER While Drilling After Drilling
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater:
SL/AH
1 04/22/19
I

PROJECT NAME:
HAND AUGER #
- I
Q7
NC Arboretum Parking Expansion
C-10
CLIENT.
Job #:
SURFACE
ELEVATION
Bell En ineerin
31:3799
DEPTH
(FT.)
ELEV.
(FT.)
LOCATION:
100 Frederick Law Olmsted Way,Asheville NCIEFFOR
ARCH./ENG:
Excay.
DCP
4P
(TSF)
SAMPLE
NO.
MOIST.
C(/T.
DESCRIPTION OF MATERIAL
0
As halt Thickness 2"
ABC Stone Thickness [6"]
(SM FILL) FILL, SILTY FINE TO MEDIUM SAND, contains slight mica,
brown, moist
S-1
M
S-2
2
(SM) SILTY FINE SAND, contains mica, light brown, moist, very loose
S-3
S-4
END OF HAND AUGER @ 3'
4
6
8
10
12
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
GROUNDWATER While Drilling = After Drilling 1
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater:
SL/AH
04/22/19

PROJECT NAME:
HAND AUGER #
- I
Q7
NC Arboretum Parking Expansion
C-11
CLIENT.
Job #:
SURFACE
ELEVATION
Bell En ineerin
31:3799
DEPTH
ELEV.
LOCATION:
ARCH./ENG:
Excay.
4P
SAMPLE
MOIST.
(FT.)
(FT.)
100 Frederick Law Olmsted Way,Asheville NCIEFFOR
DCP
(TSF)
NO.
CONT.
DESCRIPTION OF MATERIAL
0
As halt Thickness 1"
ABC Stone Thickness [12"]
v
•
(SM FILL) FILL, SILTY FINE TO MEDIUM SAND, contains slight mica,
brown, moist
M
S-1
2
S-2
21.5
END OF HAND AUGER @ 3'
4
6
8
10
12
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
= 1
GROUNDWATER While Drilling After Drilling
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater:
SL/AH
1 04/22/19
I

PROJECT NAME_
HAND AUGER #
NC Arboretum Parking Expansion
C-12
CLIENT:
Job #:
SURFACE
ELEVATION
Bell En ineerin
31:3799
- ry
DEPTH
ELEV.
LOCATION:
ARCH./ENG:
Excav
4P
SAMPLE
MOIST.
AFT/
(FT)
100 Frederick Law Olmsted Way,Asheville NC
EFFOR
OCP
TSF)
NO.
c(/r.
DESCRIPTION OF MATERIAL
0
—Asphalt Thickness 2.5"
ABC Stone Thickness [12"]
(SM FILL) FILL, SILTY FINE TO MEDIUM SAND, contains slight mica,
brown, moist
M
S-1
2
(CL) Residuum, SANDY LEAN CLAY, light brown, moist
S-2
END OF HAND AUGER @ 3'
4
6
8
10
12
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
= 1
GROUND WATER: While Drilling ABer Drilling
EXCAVATION EFFORT E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP.:
DATE_
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater
SL/AH
1 04/22/19

DCP TEST DATA
File Name:
Project: NC Arboretum Date: 22-Apr-19
Location: C-1 Soil Type(s): SM
VM.'1 lbs. SoiO C:H
OO 17.6 lbs. O CL
O Both hammers used ® All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
0
0
1
5
35
1
5
50
1
5
10
127
254
10
78
1
5
107
1
15
381
5
156
1
5
184
1
5
205
1
c
H
E
5
232
1
5
272
1
20
M
p
25
508 3
a
W
635
5
310
1
5
340
1
30
762
5
378
1
5
435
1
5
485
1
5
540
1
5
589
1
35 889
40 L 1016
0.1 1.0 10.0 100.0
5
635
1
5
664
1
5
693
1
5
727
1
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000 12000
0
5
5
769
1
5
803
1
5
830
1
5
860
1
5
894
1
5
933
1
10
5
973
1
5
1014
1
5
1046
1
5
1079
1
15
5
1110
1
5
1133
1
M 20
M
W
0
5
1152
1
5
1180
1
25
30
5
1220
1
1
Based on approximate interrelationships
35 of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
40
1
1
1
1
1
1

DCP TEST DATA
File Name:
Project: NC Arboretum Date: 22-Apr-19
Location: C-2 Soil Type(s): SM
VM.'1 lbs. SoiO C:H
OO 17.6 lbs. O CL
O Both hammers used ® All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
0
0
1
5
42
1
5
71
1
5
10
127
254
5
91
1
5
106
1
15
381
5
131
1
5
163
1
5
204
1
c
H
E
5
253
1
5
283
1
20
M
p
25
508 3
a
Lu
0
635
5
359
1
5
417
1
30
762
5
526
1
5
666
1
5
753
1
5
795
1
5
841
1
35 889
40 L 1016
0.1 1.0 10.0 100.0
5
866
1
5
931
1
5
1041
1
5
1070
1
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000 12000
0
5
5
1146
1
5
1166
1
5
1236
1
1
1
1
10
1
1
1
1
15
H
1
1
20
a
Lu
0
1
1
25
30
1
1
Based on approximate interrelationships
35 of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
40
1
1
1
1
1
1

DCP TEST DATA
File Name:
Project: NC Arboretum Date: 22-Apr-19
Location: C-3 Soil Type(s): SM
VM.'1 lbs. SoiO C:H
OO 17.6 lbs. O CL
O Both hammers used ® All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
0
0
1
5
36
1
5
69
1
5
10
127
254
5
93
1
5
109
1
15
381
5
130
1
5
149
1
5
173
1
c
E
5
197
1
5
227
1
20
M
p
25
508 F
a
W
635
5
265
1
5
305
1
30
762
5
356
1
5
485
1
5
660
1
5
787
1
5
960
1
35 889
40 L 1016
0.1 1.0 10.0 100.0
5
1065
1
5
1135
1
5
1195
1
5
1265
1
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000 12000
0
5
1
1
1
1
1
1
10
1
1
1
1
15
�
H
1
1
20
a
W
0
1
1
25
30
1
1
F' Based on approximate interrelationships
35 of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
40
1
1
1
1
1
1

DCP TEST DATA
File Name:
Project: NC Arboretum Date: 22-Apr-19
Location: C-4 Soil Type(s): SM
VM.'1 lbs. SoiO C:H
OO 17.6 lbs. O CL
O Both hammers used ® All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
0
0
1
5
44
1
5
69
1
5
10
127
254
10
107
1
5
134
1
15
381
5
168
1
5
206
1
5
239
1
c
H
E
5
266
1
5
292
1
20
M
p
25
508 3
a
W
635
5
315
1
10
335
1
30
762
5
369
1
5
406
1
5
433
1
5
455
1
5
518
1
35 889
40 1016
0.1 1.0 10.0 100.0
5
551
1
5
581
1
5
618
1
5
656
1
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000 12000
0
5
5
689
1
5
718
1
10
1 744
1
10
771
1
5
811
1
5
840
1
10
5
874
1
5
904
1
5
928
1
5
953
1
15
s
10
968
1
10
1014
1
M 20
M
W
0
5
1056
1
5
1081
1
25
30
5
1109
1
5
1132
1
Based on approximate interrelationships
35 of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
40
5
1 1156
1
5
1178
1
5
1199
1
5
1224
1
5
1253
1
1

DCP TEST DATA
File Name:
Project: NC Arboretum Date: 22-Apr-19
Location: C-5 Soil Type(s): SM
VM.'1 lbs. SoiO C:H
OO 17.6 lbs. O CL
O Bath hammers used ® All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
0
0
1
5
42
1
10
68
1
5
10
127
254
10
99
1
10
132
1
15
381
5
151
1
5
174
1
5
227
1
c
H
5
273
1
5
341
1
20
0.
p
25
508 F
a
W
635
5
398
1
5
450
1
30
762
5
490
1
5
510
1
5
537
1
1
5
568
1
5
597
1
35 889
40 1016
0.1 1.0 10.0 100.0
5
617
1
5
638
1
5
661
1
5
693
1
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000 12000
0
5
5
717
1
5
741
1
5
765
1
5
795
1
5
824
1
5
853
1
10
5
874
1
5
903
1
5
922
1
5
943
1
15
s
5
965
1
5
984
1
20
a
(L
W
0
5
1005
1
5
1026
1
25
30
5
1047
1
5
1066
1
Based on approximate interrelationships
35 of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
40
10
1081
1
10
1093
1
10
1120
1
10
1153
1
10
1186
1
10
1204
1 1

DCP TEST DATA
File Name:
Project: NC Arboretum Date: 22-Apr-19
Location: C-6 Soil Type(s): SM
VM.'1 lbs. SoiO C:H
OO 17.6 lbs. O CL
O Both hammers used ® All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
0
0
1
5
34
1
5
56
1
5
10
127
254
5
73
1
5
97
1
15
381
5
114
1
5
133
1
5
158
1
c
E
5
203
1
5
315
1
20
M
p
25
771635
508 3
a
W
5
377
1
5
438
1
30
762
5
469
1
5
519
1
5
568
1
5
613
1
5
643
1
35 889
40 1016
0.1 1.0 10.0 100.0
5
669
1
5
688
1
5
713
1
5
728
1
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000 12000
0
5
10
767
1
10
801
1
10
833
1
10
858
1
10
891
1
10
915
1
10
10
936
1
10
955
1
10
976
1
10
993
1
15
C
10
1010
1
10
1026
1
M 20
M
W
0
10
1047
1
10
1063
1
25
30
10
1081
1
10
1102
1
Based on approximate interrelationships
35 of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
40
10
1117
1
10
1129
1
10
1168
1
10
1187
1
10
1209
1
1

DCP TEST DATA
File Name:
Project: NC Arboretum Date: 22-Apr-19
Location: C-7 Soil Type(s): SM
VM.'1 lbs. SoiO C:H
OO 17.6 lbs. O CL
O Bath hammers used ® All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
0
0
1
5
41
1
10
83
1
5
10
127
254
5
110
1
5
164
1
15
381
5
229
1
5
334
1
5
444
1
c
E
5
511
1
5
600
1
20
li
p
25
508 F
a
W
635
5
690
1
5
745
1
30
762
5
803
1
5
814
1
5
957
1
5
1041
1
5
1099
1
35 889
40 1016
0.1 1.0 10.0 100.0
5
1125
1
5
1161
1
5
1201
1
5
1269
1
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000 12000
0
5
1
1
1
1
1
1
10
1
1
1
1
15
H
1
1
20
a
W
0
1
1
25
30
1
1
Based on approximate interrelationships
35 of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
40
1
1
1
1
1
1

DCP TEST DATA
File Name:
Project: NC Arboretum Date: 22-Apr-19
Location: C-8 Soil Type(s): SM
VM.'1 lbs. SoiO C:H
OO 17.6 lbs. O CL
O Bath hammers used ® All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
0
0
1
5
40
1
5
71
1
5
10
127
254
5
99
1
5
134
1
15
381
5
152
1
5
210
1
5
286
1
c
E
5
385
1
5
490
1
20
li
p
25
508 F
a
Lu
0
635
5
603
1
5
706
1
30
762
5
800
1
5
865
1
5
898
1
5
918
1
5
937
1
35 889
40 1016
0.1 1.0 10.0 100.0
5
960
1
10
1011
1
5
1040
1
5
1062
1
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000
0
5
5
1087
1
5
1120
1
5
1143
1
5
1171
1
5
1197
1
10
5
1224
1
5
1249
1
1
1
1
15
H
1
1
20
a
Lu
0
1
1
25
30
1
1
Based on approximate interrelationships
35 of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
40
1
1
1
1
1
1

DCP TEST DATA
File Name:
Project:
Location:
NC Arboretum
C-9
VM.'1 lbs.
OO 17.6 lbs.
O Bath hammers used
Date: 22-Apr-19
Soil Type(s): SM
SoiO C:H
O CL
® All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
0.1
0
CBR
1.0 10.0
100.0
0
0
0
1
5
34
1
10
63
1
5
10
127
254
10
90
1
10
115
1
15
381
10
150
1
10
195
1
10
276
1
c
H
L
E
5
339
1
5
400
1
M
p
20
25
508
635
F
a
W
5
446
1
5
491
1
30
762
5
535
1
5
588
1
5
647
1
5
712
1
5
745
1
35
40 L
0.1
1.0 10.0
889
1016
100.0
5
809
1
10
880
1
5
968
1
5
1 1056
1
-15000
BEARING CAPACITY, psf
-10000 -5000 0 5000 10000
15000
5
1195
1
5
1275
1
5
1280
1
1
1
1
1
1
1
1
�
=
1
1
~
a
Lu
20
1
1
25
30
1
1
Based on approximate interrelationships
of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
1
1
1
1
1
1

DCP TEST DATA
File Name:
Project: NC Arboretum Date: 22-Apr-19
Location: C-10 Soil Type(s): SM
VM.'1 lbs. SoiO C:H
OO 17.6 lbs. O CL
O Both hammers used ® All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
0
0
1
10
28
1
5
54
1
5
10
127
254
5
79
1
5
106
1
15
381
5
142
1
5
201
1
5
244
1
c
H
E
5
333
1
5
382
1
20
M
p
25
508 F
a
W
635
5
442
1
5
504
1
30
762
5
582
1
5
665
1
5
761
1
5
849
1
5
921
1
35 889
40 1016
0.1 1.0 10.0 100.0
5
1002
1
5
1079
1
5
1151
1
5
1239
1
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000 12000
0
5
1
1
1
1
1
1
10
1
1
1
1
15
H
1
1
20
a
W
0
1
1
25
30
1
1
Based on approximate interrelationships
35 of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
40
1
1
1
1
1
1

DCP TEST DATA
File Name:
Project: NC Arboretum Date: 22-Apr-19
Location: C-11 Soil Type(s): SM
VM.'1 lbs. SoiO C:H
OO 17.6 lbs. O CL
O Bath hammers used ® All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
0
0
1
5
56
1
10
81
1
5
10
127
254
10
107
1
10
131
1
15
381
10
163
1
10
192
1
5
227
1
c
E
E
5
253
1
5
274
1
20
li
p
25
508 3
a
W
635
5
328
1
5
1 367
1
30
762
5
403
1
5
439
1
5
474
1
5
531
1
5
594
1
35 889
40 L 1016
0.1 1.0 10.0 100.0
5
681
1
5
754
1
5
820
1
5
888
1
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000 12000
0
5
5
947
1
5
1001
1
5
1044
1
5
1078
1
5
1107
1
5
1145
1
10
5
1182
1
5
1222
1
5
1260
1
5
1295
1
15
H
5
1324
1
1
20
a
W
0
1
1
25
30
LL
1
Based on approximate interrelationships
35 of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
40
1
1
1
1
1
1

DCP TEST DATA
File Name:
Project: NC Arboretum Date: 22-Apr-19
Location: C-12 Soil Type(s): SM
VM.'1 lbs. SoiO C:H
OO 17.6 lbs. O CL
O Both hammers used ® All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
0
0
1
5
68
1
5
99
1
5
10
127
254
5
126
1
5
153
1
15
381
5
193
1
5
232
1
5
264
1
c
H
E
5
293
1
5
329
1
20
M
p
25
508 F
a
W
635
5
385
1
5
466
1
30
762
5
549
1
5
656
1
5
750
1
5
842
1
5
900
1
35 889
40 1016
0.1 1.0 10.0 100.0
5
944
1
5
978
1
5
1007
1
5
1038
1
BEARING CAPACITY, psf
0 1000 2000 3000 4000 5000 6000 7000 8000 9000
0
5
5
1070
1
5
1095
1
5
1 1122
1
5
1149
1
5
1171
1
5
1196
1
10
5
1219
1
5
1239
1
5
1266
1
1
15
s
H
1
1
20
a
W
0
1
1
25
30
1
1
Based on approximate interrelationships
35 of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
40
1
1
1
1
1
1

'4 n�'J•-` -Y
- •S
-lL
C-2 General surficial conditions
w .
W
v ..
� m
N
P
a
[n w
C-2 Core Sample
NC ARBORETUM PARKING EXPANSION
CORE PHOTOGRAPHS 100 FREDERICK LAW OLMSTED WAY
4/22/19 ASHEVILLE, NORTH CAROLINA
ECS PROJECT NO. 31-3799
2

CORE PHOTOGRAPHS
4/22/19
C-3 General surficial conditions
C-3 Core Sample
NC ARBORETUM PARKING EXPANSION
100 FREDERICK LAW OLMSTED WAY
ASHEVILLE, NORTH CAROLINA
ECS PROJECT NO. 31-3799
3

12

CORE PHOTOGRAPHS
4/22/19
C-6 General surficial conditions
C-6 Core Sample
NC ARBORETUM PARKING EXPANSION
100 FREDERICK LAW OLMSTED WAY
ASHEVILLE, NORTH CAROLINA
ECS PROJECT NO. 31-3799
A

CORE PHOTOGRAPHS
4/22/19
C-7 General surficial conditions
+ Sy_ `- • 4 J * +�'- hf �, �� - •• jam. -. ��
C-7 Core Sample
NC ARBORETUM PARKING EXPANSION
100 FREDERICK LAW OLMSTED WAY
ASHEVILLE, NORTH CAROLINA
ECS PROJECT NO. 31-3799
7

C-8 General surficial conditions
1--
C-8 Core Sample
NC ARBORETUM PARKING EXPANSION
CORE PHOTOGRAPHS 100 FREDERICK LAW OLMSTED WAY
4/22/19 ASHEVILLE, NORTH CAROLINA
ECS PROJECT NO. 31-3799

C-9 General surficial conditions
C-9 Core Sample
CORE PHOTOGRAPHS
4/22/19
NC ARBORETUM PARKING EXPANSION
100 FREDERICK LAW OLMSTED WAY
ASHEVILLE, NORTH CAROLINA
ECS PROJECT NO. 31-3799

CORE PHOTOGRAPHS
4/22/19
C-10 General surficial conditions
C-10 Core Sample
f
NC ARBORETUM PARKING EXPANSION
100 FREDERICK LAW OLMSTED WAY
ASHEVILLE, NORTH CAROLINA
ECS PROJECT NO. 31-3799
10

CORE PHOTOGRAPHS
4/22/19
C-12 General surficial conditions
C-12 Core Sample
NC ARBORETUM PARKING EXPANSION
100 FREDERICK LAW OLMSTED WAY
ASHEVILLE, NORTH CAROLINA
ECS PROJECT NO. 31-3799
12

PROJECT NAME:
TEST PIT #:
NC Arboretum Parking Expansion
TP-1
CLIENT:
Job #:
SURFACE
ELEVATION (FT)
Bell En ineerin
31:3799
DEPTH
ELEV.
LOCATION:
100 Frederick Law Olmsted Way, Asheville,
ARCH/ENG:
EXCAV
DCP
QP
SAMPLE
Mo/ST.
CONT.
(FT.)
(FT.)
NC
EFFOR
(TSF)
NO.
(1)
DESCRIPTION OF MATERIAL
0
Topsoil Thickness [4"]
(ML) Residuum, SANDY SILT, reddish brown, moist
S-1
2
(SM) Residuum, SILTY FINE SAND, contains slight mica and rock fragments,
light gray and white, moist
4
M
S-2
6
8
END OF TEST PIT @ 9'
10
12
14
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
GROUND WATER: ENCOUNTERED = PRIOR TO BACKFILL-V
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
CONTRACTOR:
OPERATOR:
MAKE/MODEL:
REACH:
Excavation Specialist Inc.
I Stephen
Deere 60G/Test Pits
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater Encountered:
Groundwater Prior to Backfill:
AB B
04/22/19

PROJECT NAME:
TEST PIT #:
0
NC Arboretum Parking Expansion
TP-2
CLIENT:
Job #:
SURFACE
ELEVATION (FT)
Bell En ineerin
31:3799
��..
DEPTH
ELEV.
LOCATION,
100 Frederick Law Olmsted Way, Asheville,
ARCH/ENG:
EXCAV.
DCP
QP
SAMPLE
MoiST.
CONT.
(FT.)
(FT)
NC
EFFOR
(TSF)
NO.
(1)
DESCRIPTION OF MATERIAL
0
Topsoil Thickness [5"]
(ML) Residuum, SANDY SILT, reddish brown, moist
2
(ML) Residuum, SANDY SILT, contains slight mica and rock fragments, light
brown and white, moist
M
4
6
S-1
D
8
END OF TEST PIT @ 9'
10
12
14
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
GROUND WATER: ENCOUNTERED = PRIOR TO BACKFILL-V
EXCAVATION EFFORT E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
CONTRACTOR:
OPERATOR:
MAKE/MODEL:
REACH:
Excavation Specialist Inc.
I Stephen
Deere 60G/Test Pits
ECSREP. :
DATE:
UNITS:
Cave-in Depth:
Groundwater Encountered:
Groundwater Prior toBackfill.
AB B
04/22/19

PROJECT NAME:
TEST PIT #:
0
NC Arboretum Parking Expansion
TP-3
CLIENT:
Job #:
SURFACE
ELEVATION (FT)
Bell En ineerin
31:3799
��..
DEPTH
ELEV.
LOCATION,
100 Frederick Law Olmsted Way, Asheville,
ARCH/ENG:
EXCAV.
DCP
QP
SAMPLE
MoiST.
CONT.
(FT.)
(FT)
NC
EFFOR
(TSF)
NO.
(1)
DESCRIPTION OF MATERIAL
0
Topsoil Thickness [5"]
(ML) Residuum, SANDY SILT, reddish brown, moist
2
S-1
(SM) Residuum, SILTY FINE SAND, contains slight mica and rock fragments,
4
light brown, moist
M
6
S-2
21.8
8
10
END OF TEST PIT @ 11'
12
14
REMARKS
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
GROUND WATER: ENCOUNTERED = PRIOR TO BACKFILL-V
EXCAVATION EFFORT E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
CONTRACTOR:
OPERATOR:
MAKE/MODEL:
REACH:
Excavation Specialist Inc.
I Stephen
Deere 60G/Test Pits
ECSREP. :
DATE:
UNITS
Cave-in Depth:
Groundwater Encountered:
Groundwater Prior toBackfill.
AB B
04/22/19

PROJECT NAME:
TEST PIT #:
0
NC Arboretum Parking Expansion
TP-4
CLIENT:
Job #:
SURFACE
ELEVATION (FT)
Bell En ineerin
31:3799
��..
DEPTH
ELEV.
LOCATION,
100 Frederick Law Olmsted Way, Asheville,
ARCH/ENG:
EXCAV.
DCP
QP
SAMPLE
MoiST.
CONT.
(FT.)
(FT)
NC
EFFOR
(TSF)
NO.
(1)
DESCRIPTION OF MATERIAL
0
Topsoil Thickness [6"]
(ML) Residuum, SANDY SILT, reddish brown, moist
S-1
26.2
2
(SM) Residuum, SILTY FINE SAND, contains slight mica and rock fragments,
light brown, moist
4
M
6
S-2
8
END OF TEST PIT @ 9.5'
10
12
14
REMARKS
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
GROUND WATER: ENCOUNTERED = PRIOR TO BACKFILL-V
EXCAVATION EFFORT E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
CONTRACTOR:
OPERATOR:
MAKE/MODEL:
REACH:
Excavation Specialist Inc.
I Stephen
Deere 60G/Test Pits
ECSREP. :
DATE:
UNITS
Cave-in Depth:
Groundwater Encountered:
Groundwater Prior toBackfill.
AB B
04/22/19

PROJECT NAME:
TEST PIT #:
0
NC Arboretum Parking Expansion
TP-5
CLIENT:
Job #:
SURFACE
ELEVATION (FT)
Bell En ineerin
31:3799
��..
DEPTH
ELEV.
LOCATION,
100 Frederick Law Olmsted Way, Asheville,
ARCH/ENG:
EXCAV.
DCP
QP
SAMPLE
MoiST.
CONT.
(FT.)
(FT)
NC
EFFOR
(TSF)
NO.
(1)
DESCRIPTION OF MATERIAL
0
Topsoil Thickness [5"]
(ML) Residuum, SANDY SILT, reddish brown, moist
2
(SM) Residuum, SILTY FINE SAND, contains slight mica and rock fragments,
light brown, moist
4
M
6
S-1
8
D
10
END OF TEST PIT @ 10'
12
14
REMARKS
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
GROUND WATER: ENCOUNTERED = PRIOR TO BACKFILL-V
EXCAVATION EFFORT E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
CONTRACTOR:
OPERATOR:
MAKE/MODEL:
REACH:
Excavation Specialist Inc.
I Stephen
Deere 60G/Test Pits
ECSREP. :
DATE:
UNITS
Cave-in Depth:
Groundwater Encountered:
Groundwater Prior toBackfill.
AB B
04/22/19

PROJECT NAME:
TEST PIT #:
NC Arboretum Parking Expansion
TP-6
CLIENT.
Job #:
SURFACE
ELEVATION (FT)
Bell En ineerin
31:3799
DEPTH
ELEV.
LOCATION:
100 Frederick Law Olmsted Way, Asheville,
ARCH/ENG:
EXCAV
DCP
QP
SAMPLE
Mo/ST.
CONT.
(FT.)
(FT.)
NC
EFFOR
(TSF)
NO.
(1)
DESCRIPTION OF MATERIAL
0
Topsoil Thickness [5"]
(ML) Residuum, SANDY SILT, reddish brown, moist
S-1
28.3
2
(SM) Residuum, SILTY FINE SAND, contains slight mica and rock fragments,
light brown, moist
4
M
6-
8—
END OF TEST PIT @ 9.5'
10
12
14
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
GROUND WATER: ENCOUNTERED = PRIOR TO BACKFILL-V
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
CONTRACTOR:
OPERATOR:
MAKE/MODEL:
REACH:
Excavation Specialist Inc.
I Stephen
Deere 60G/Test Pits
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater Encountered:
Groundwater Prior to Backfill:
AB B
04/22/19

PROJECT NAME:
TEST PIT #:
0
NC Arboretum Parking Expansion
TP-7
CLIENT:
Job #:
SURFACE
ELEVATION (FT)
Bell En ineerin
31:3799
��..
DEPTH
(FT.)
ELEV.
(FT)
LOCATION,
100 Frederick Law Olmsted Way, Asheville,
NC
ARCH/ENG:
EXCAV.
EFFOR
DCP
QP
(TSF)
SAMPLE
NO.
MoiST.
CONT.
(1)
DESCRIPTION OF MATERIAL
0
Topsoil Thickness [6"]
(ML) Residuum, SANDY SILT, reddish brown, moist
(SM) Residuum, SILTY FINE SAND, contains slight mica and contains rock
2
fragments, light brown and dark brown, moist
M
4
S-1
6
D
8
END OF TEST PIT @ 8.5'
10
12
14
REMARKS
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
GROUND WATER: ENCOUNTERED = PRIOR TO BACKFILL-V
EXCAVATION EFFORT E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
CONTRACTOR:
OPERATOR:
MAKE/MODEL:
REACH:
Excavation Specialist Inc.
I Stephen
Deere 60G/Test Pits
ECSREP. :
DATE:
UNITS
Cave-in Depth:
Groundwater Encountered:
Groundwater Prior toBackfill.
AB B
04/22/19

PROJECT NAME:
TEST PIT #:
NC Arboretum Parking Expansion
TP-8
CLIENT.
Job #:
SURFACE
ELEVATION (FT)
Bell En ineerin
31:3799
DEPTH
ELEV.
LOCATION:
100 Frederick Law Olmsted Way, Asheville,
ARCH/ENG:
EXCAV
DCP
QP
SAMPLE
Mo/ST.
CONT.
(FT.)
(FT.)
NC
EFFOR
(TSF)
NO.
(1)
DESCRIPTION OF MATERIAL
0
Topsoil Thickness [4"]
(ML) Residuum, SANDY SILT, brown and reddish brown, moist
2
S-1
26.2
4
(SM) Residuum, SILTY FINE SAND, contains slight mica, light brown, moist
M
6
S-2
8
10
END OF TEST PIT @ 10'
12
14
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
GROUND WATER: ENCOUNTERED = PRIOR TO BACKFILL-V
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
CONTRACTOR:
OPERATOR:
MAKE/MODEL:
REACH:
Excavation Specialist Inc.
I Stephen
Deere 60G/Test Pits
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater Encountered:
Groundwater Prior to Backfill:
AB B
04/22/19

Test Pit TP-1 Excavation
Residual soils and rock fragments excavated from TP-1
NC ARBORETUM PARKING EXPANSION
TEST PITS PHOTOGRAPHS Ef Q100 FREDERICK LAW OLMSTED WAY
4/22/19 ASHEVILLE, NORTH CAROLINA
CS ECS PROJECT No. 31-3799
1

1 I
,��• r
yam•_
.1 C.
-
.. ly
�-
arY•.:� .� . , .� 7,8i a
of
Test Pit TP-2 Excavation
Residual soils and rock fragments excavated from TP-2
NC ARBORETUM PARKING EXPANSION
TEST PITS PHOTOGRAPHSF3
100 FREDERICK LAW OLMSTED WAY
4/22/19 ASHEVILLE, NORTH CAROLINA
Mp- ECS PROJECT NO. 31-3799
2

•' .ems+,. ��t, � �� �: � � .' ; ��+"' - . .
Test Pit TP-3 Excavation
Residual soils and rock fragments excavated from TP-3
NC ARBORETUM PARKING EXPANSION
TEST PITS PHOTOGRAPHSF3
100 FREDERICK LAW OLMSTED WAY
4/22/19 ASHEVILLE, NORTH CAROLINA
Mp- ECS PROJECT NO. 31-3799
3

t
Test Pit TP-4 Excavation
Residual soils and rock fragments excavated from TP-4
NC ARBORETUM PARKING EXPANSION
TEST PITS PHOTOGRAPHS 100 FREDERICK LAW OLMSTED WAY
4/22/19 Fri ASHEVILLE, NORTH CAROLINA
CS ECS PROJECT NO. 31-3799
12

Test Pit TP-5 Excavation
Residual soils and rock fragments excavated from TP-5
NC ARBORETUM PARKING EXPANSION
TEST PITS PHOTOGRAPHS Ef Q100 FREDERICK LAW OLMSTED WAY
4/22/19 ASHEVILLE, NORTH CAROLINA
C S ECS PROJECT No. 31-3799
5

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Test Pit TP-6 Excavation
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Residual soils and rock fragments excavated from TP-6
NC ARBORETUM PARKING EXPANSION
TEST PITS PHOTOGRAPHS Ef Q100 FREDERICK LAW OLMSTED WAY
4/22/19 ASHEVILLE, NORTH CAROLINA
C S ECS PROJECT No. 31-3799
0

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Test Pit TP-7 Excavation
Residual soils and rock fragments excavated from TP-7
NC ARBORETUM PARKING EXPANSION
TEST PITS PHOTOGRAPHS 100 FREDERICK LAW OLMSTED WAY
4/22/19 Fri ASHEVILLE, NORTH CAROLINA
CS ECS PROJECT NO. 31-3799
7

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Test Pit TP-8 Excavation
71
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17 IV
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Residual soils and rock fragments excavated from TP-8
NC ARBORETUM PARKING EXPANSION
TEST PITS PHOTOGRAPHS 100 FREDERICK LAW OLMSTED WAY
4/22/19 CS ASHEVILLE, NORTH CAROLINA
ECS PROJECT NO. 31-3799

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