20200504 Ver 1_Geotechnical Report - 190821_20211006

August 21, 2019

Ellinwood Design Associates, PLLC
PO Box 31552
Raleigh, NC 27622

Attn: Mr. Harrison Ellinwood, PE

Re: Report of Subsurface Investigation
3900 Sumner Blvd Apartments
Raleigh, North Carolina
GeoTechnologies Project No. 1-19-0578-EA

Mr. Ellinwood:

GeoTechnologies, Inc. has completed the authorized subsurface investigation to evaluate subsurface
conditions and provide geotechnical engineering recommendations for the above referenced project in Raleigh,
North Carolina. Subsurface conditions on the site were investigated with 37 test borings at locations depicted
on Figure 1. The borings were performed with an ATV mounted drill rig. The borings were located in the field
by using a hand held GPS device and for this reason should be considered approximate. The SPT borings were
advanced to a depth of about 2 to 20 feet below ground surface with an ATV drill rig utilizing hollow stem
auger drilling methods with standard penetration test procedures (ASTM D-1586) at selected intervals to
evaluate the consistency and density of the subsurface soils. Boreholes were backfilled upon completion. The
samples were placed in sealed jars and transported to our laboratory for visual classification by an engineer
and laboratory testing. This report presents the findings of our investigation and our recommendations
pertaining to site grading, foundation support and pavement construction considerations.

SITE AND PROJECT INFORMATION

It is our understanding that two parcels totaling about 30.5 acres located on the south side of Sumner
Blvd in Raleigh, North Carolina is under consideration for development of a new apartment complex. The
property is currently undeveloped and wooded. Site elevations range from about 340 in the southern portion
of the site to 266 feet along a creek that extends through the western portion of the site.

Development will include construction of multiple new apartment buildings with paved access
roads/parking areas. Specific project details have not been provided, however, we expect the apartment
buildings to be 3 to 4-story wood framed structures supported on post-tension slabs-on-grade or concrete
podium type construction. A site grading plan or structural loading information has not been provided at this
time. We recommend being provided with this information once available.

Ellinwood Design Associates
Re: 3900 Sumner Blvd Apartments
August 21, 2019
Page: 2

AREA GEOLOGY

The proposed site is located within the Piedmont Geologic and Physiographic Province of North
Carolina. The Piedmont Province is characterized by gently to steeply sloping topography, rolling hills and
ridgelines, dissected by moderate to well-developed (mature) dendritic type drainage systems and drainages
swales, hollows, tributaries, creeks, streams, and rivers. More specifically, the site is located within the Raleigh
Belt which is comprised of metamorphic and intrusive rock. The specific bedrock materials in the vicinity of
the site generally consist of biotite gneiss and schists with small masses of granitic rock. These materials were
deposited during the Cambrian Period approximately 500 to 570 million years ago. The underlying bedrock
materials have weathered to form the near surface residual sandy silts and silty sands which are typically found
throughout the area.

SUBSURFACE CONDITIONS

Generalized subsurface profiles prepared from the test boring data are attached to this report as Figures
2A to 2D to graphically illustrate subsurface conditions encountered at this site. More detailed descriptions of
the conditions encountered at the individual test boring locations are also presented on the attached test boring
records.

The subsurface conditions at the site generally consist of a layer of topsoil of up to about 12 inches
thick in the borings. Underlying the topsoil soils consisting of silty/clayey sands, low to high plasticity clays,
and sandy silts were encountered to the depths between 1.5 and 20 feet below grade. The soils exhibited N-
values between 5 and 54 bpf, indicative of firm to very stiff consistency in the silts and clays and loose to very
dense relative density in the sands.

In 11 of the test borings the residual soils transitioned to partially weathered rock (PWR) at depths of
1.5 to 18 feet below existing. PWR is defined as material which could be penetrated with the soil drilling
augers but which exhibited penetration resistances in excess of 100 bpf. Auger refusal at boring termination
was noted in 12 of the test borings. The residual soils or PWR extended to the maximum boring termination
depths of about 20 feet below existing grade. The table below summarizes the depths to PWR and auger refusal.

Boring Depth to
PWR (ft)
Depth to Auger
Refusal (ft)
Boring Depth to
PWR (ft)
Depth to Auger
Refusal (ft)
B-2 14 14.2 B-17 9 12.3
B-6 6.5 --- B-19 6 6.7
B-7 --- 7 B-20 --- 3
B-9 17.5 --- B-22 1.5 2.5
B-13 18 18.5 B-23 --- 2
B-15 2 2.8 B-25 9 9.5
B-16 1.5 6.5 B-28 2.5 8.7

Groundwater was encountered upon boring completion in some of the test borings at depths between
11 and 16 feet below grade. Furthermore, the on-site soils are conducive to perched water conditions and
groundwater will fluctuate during the seasons.
Ellinwood Design Associates
Re: 3900 Sumner Blvd Apartments
August 21, 2019
Page: 3

LABORATORY TESTING

A series of laboratory tests have been performed on select samples including Atterberg limits (ASTM
D-4318), sieve analysis (ASTM D-422), natural moisture content (ASTM D-2216), standard proctor (ASTM
D-698), and CBR (ASTM D-1883). The results are presented on the attached reports.

RECOMMENDATIONS

The following recommendations are made based upon a review of the attached test boring data, our
understanding of the proposed construction, and past experience with similar projects and subsurface
conditions. At the time this report was issued, no significant details regarding site grading or structural loads
for the proposed development were available. Once those details are available, they should be provided to
GeoTechnologies so that our recommendations can be confirmed or modified as necessary. Additionally,
should subsurface conditions adverse to those indicated by this report be encountered during construction,
those differences should be reported to us for review and comment.

Site Grading Considerations: The near-surface soils encountered on the site are moisture sensitive,
especially the elastic silts and for this reason, they will pump and rut under construction activity and be difficult
to compact when significantly over optimum moisture content.

Site grading should begin with removal of trees, vegetation and stripping of topsoil. Topsoil thickness
will vary and may be more than what was encountered during the subsurface exploration. Following removal
of vegetation and topsoil, those areas at grade or designated to receive fill should be proofrolled with a partially
loaded dump truck or similar piece of equipment in order to identify those areas needing repair. Any area
which ruts or pumps excessively in the opinion of the engineer should be undercut to firm bearing or be repaired
as recommended by the engineer.

Based on the results of the test borings, we anticipate that most areas should be relatively stable if
proofrolled during the warmer months of the year, however, we would expect that there will be areas where
repairs will be required such as near boring B-23. Furthermore, soft, wet soils may be encountered in areas
where there is a relatively thin layer of soil over PWR or hard rock since surface water will remain trapped in
the overlying soils. Removal of the soft material should be carefully monitored during construction. The
magnitude and type of repair will need to be determined during the construction phase. Typical repair options
include discing and drying with re-compaction of wet soils, undercutting to stable soils, use of a geotextile or
geogrid product with partial undercutting or chemical (lime or cement) stabilization. In-place discing, drying
and re-compaction may be attempted as a method of repair for wet near-surface soils during the warmer months
of the year when drying of soils is feasible. If this is not successful, the soils should be undercut to firm bearing
and the area then backfilled to design subgrade with properly compacted structural fill or the soils should be
stabilized with lime or cement. Repair costs should be budgeted in the project.

Elevated soil moisture contents are common during the cooler winter months due to lower evaporation
and transpiration rates. Therefore, we recommend that site grading occur during the warmer months of the
year. Consideration should be given to protecting the subgrade by placing a minimum 6 inch sacrificial layer
of CABC stone on the exposed subgrades or leaving subgrades slightly high during construction. Subgrade
Ellinwood Design Associates
Re: 3900 Sumner Blvd Apartments
August 21, 2019
Page: 4

repairs should be expected and budgeted for. The magnitude of repairs will depend upon the time of the year
grading is performed as well as weather and construction activity.

Borrow Sources/Fill Placement: The on-site soils, excluding topsoil will be suitable for reuse as
structural fill provided they are within an acceptable range of the optimum moisture content at the time of
placement. In some cases, this will require moisture conditioning (wetting or drying) of the existing soils. It
should also be noted that the on-site soil profile includes elastic silts which will require good technique on the
part of the grading contractor to achieve compaction and stability. Attempting to compact these soils during a
wet period of the year will be difficult if they are already wet.

If off-site borrow is needed, we recommend this material consist of silty and clayey sands or low
plasticity silts and clays having Unified Soil Classifications of SM, SC, ML, or CL. All fill materials in
structural and pavement areas should be compacted to not less than 95% of the standard Proctor maximum dry
density except in the final foot where this requirement should be increased to 98%. To achieve density and
stability, the soils should be compacted within about 2% of optimum moisture content unless otherwise
directed by the geotechnical engineer.

Highly Plastic Soil: Visual classification indicates that some of the near surface soils are characterized
as being moderate to highly plastic. However, experience with these soils in the geology of the site has shown
that while they are sensitive to moisture, they generally are not detrimentally expansive. As such, in our
experience, the vast majority of these materials can be used in structural areas without restriction. We cannot
completely rule out the possibility that isolated areas of potentially detrimental highly plastic materials will be
encountered; however, the project geotechnical engineer should be consulted before any repairs associated
with these materials are performed.

Difficult Excavation Considerations: As previously discussed, partially weathered rock (PWR) was
encountered on the site as shallow as 1.5 feet below existing ground surface. Furthermore, the depth to PWR
as well as its thickness varies significant across the site. Auger refusal on hard rock was also encountered at
numerous boring locations at depths as shallow as 2 to 3 feet below grade (borings B-15, B-20 and B-22)
Additionally, shallower and/or harder materials could be encountered intermediate of the test boring locations.
It has been our experience that partially weathered rock materials can generally be ripped with a large dozer
such as a CAT D8 or equivalent equipped with a single tooth ripper provided penetration resistances are no
higher than 50 blows per 2 inches. Auger refusal materials or PWR harder than 50 blows per 2 inches of
penetration generally requires blasting to remove.

The equipment utilized for installation of utilities and foundations is less powerful and blasting is
typically required for excavation into the partially weathered rock. A large track hoe such as a CAT 320 or
equivalent equipped with rock teeth can excavate materials having standard penetration resistances in the range
of 50 blows per 4 inches to 50 blows per 6 inches. However, the rate of excavation is slow and utility
contractors will typically request a trench rock price for excavation of any partially weathered rock materials.
Light blasting of these materials will expedite utility installation. A hoe-ram can also be used to remove
difficult excavation material, but will not be as effective as blasting.

Please see the attached Figure 3 for a visualization of the depth at which borings encountered difficult
excavation material. Please note the depth and hardness of PWR is highly variable in this geology. Based on
the borings performed, any area requiring a significant cut has the chance to encounter some difficult
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Re: 3900 Sumner Blvd Apartments
August 21, 2019
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excavation material. Once available, we recommend reviewing the site grading plan and utiliyy plan for
additional comments. Due to the significant presence of PWR and rock, it may be practical to crush blast rock
for use as structural fill. Rock should be crushed to a maximum particle size of 2 inches if it is to be used as
structural fill. In areas where PWR or rock is exposed at subgrade elevations in building pads, consideration
should be given to removal of the PWR/rock to a depth of about 3 feet below the bottom of the slab and refilling
with properly compacted structural fill to help facilitate installation of plumbing, utilities and footings.

It is recommended to establish a fair unit price for removal of trench rock and mass rock in the contract
documents. The contract documents should specify the types of equipment necessary to classify mass rock and
trench rock, and a third party testing firm should verify and quantify trench rock and mass rock during removal.

Fill Induced Settlements: Fill induced settlements will occur for fill in excess of 6 feet and it is
recommended that fill induced settlements be allowed to subside before construction begins. As such, we
recommend that the project surveyors establish monitoring points in deep fill areas (any area with more than
6 feet) to verify that fill induced settlements have subsided. Based on experience, we anticipate that the
monitoring period will not exceed 30 days following the completion of filling. Because fill induced settlements
should subside before paving operations, monitoring these areas is not recommended.

Temporary Excavations: Temporary excavations should be designed in accordance with OSHA
guidelines assuming that the on-site soils can be classified as Type “C” soils is exposed in cuts. Excavations
exceeding 20 feet in depth must be designed by an engineer. Once open, all excavations should be observed
on a daily basis by qualified personnel.

Temporary Sheeting and Shoring: The design of any required temporary sheeting and shoring should
be left to the discretion of the contractor and their engineer. Soil nail walls are commonly used where the nails
can be installed without encountering obstructions, and where an easement can be granted if necessary. Soldier
pile and lagging walls are also routinely used with whalers and tie-backs if the excavation height dictates. With
virtually any type of installed shoring system, there will be some lateral movement at the face of the system
and some settlement of the ground behind it. The contractor should make a decision regarding the best means
and methods for accomplishing the required shoring.

Permanent Slope Considerations: In this area, dry and well compacted unreinforced fill slopes built
at 2.5H:1V should be stable. Steeper fill slopes can be used with properly designed and installed geosynthetic
reinforcement. Cut slopes should also be on the order of 2.5H:1V or flatter. To protect from surface erosion,
slopes should be quickly vegetated.

Deeper cut slopes have the potential to encounter seepage along the face of the slope. Any water
encountered on the face of slopes should be brought to the attention of the geotechnical engineer so that
necessary provisions can be made.

Segmental Walls: The on-site soils generally consist of low to high plasticity silts and clays with
significant fines as well as silty and clayey sands. In our experience, walls built using soils with significant
fines will experience higher post-construction deflections relative to select fill, sometimes resulting in
pavement cracking or apparent building "settlement" above the wall. The magnitude of deflection is
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Re: 3900 Sumner Blvd Apartments
August 21, 2019
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proportional to the wall height, and therefore, a taller wall will have a greater potential to cause distress in
comparison to a shorter wall. It is important to note that such distresses are not an indication of wall failure,
but are the result of predictable wall behavior. For these reasons, it is our opinion that the silty and clayey on-
site soil are generally not suitable for use in the reinforced zone for segmental walls. The more sandy soils or
crushed rock may be able to be used if they meet the wall designers soil parameters. Additional testing will be
required to determine this. Local import materials which are generally used in place of the on-site soils include
CABC base course stone, washed stone, granular processed fill, or screenings which are available from area
quarries.

We recommend that all retaining wall designs include an assessment of global stability, to include
tiered walls and walls located in or on slopes. These analyses should be considered part of the wall design
package, and designs which do not explicitly address global stability should not be considered complete.
Additionally, all wall designs should include appropriate drainage provisions both directly behind the face
block as well as behind the reinforced zone. Although true groundwater is not prevalent near surface at this
site, it may be encountered in some of the deeper cuts, and the potential for perched water also exists. As such,
adequate provisions should be included in the wall design details, and the designer/contractor should be
prepared to modify drainage provisions should areas of heavier than expected flows be observed behind walls.

Foundation Support Considerations: The results of our test borings indicate that subsurface conditions
on the site are generally suitable for use of shallow spread footing foundations or slab-on-grade foundations.
The table below outlines our recommendations.

ITEM RECOMMENDATION
Net Allowable Bearing Pressure 3,000 psf
Minimum depth of footing for
frost protection 18 inches

GeoTechnologies recommends that all foundation excavations be evaluated by a geotechnical engineer
to verify that suitable bearing materials have been encountered. The evaluation should include probing with a
T-handle probe rod and hand auger borings with dynamic cone penetration (DCP) tests. If any areas are
encountered which are found to be unsuitable for the recommended net bearing pressure at the footing bearing
elevation (i.e. soft soils), those areas should be repaired as recommended by the geotechnical engineer.
Typically, the repairs require that unsuitable soils be overexcavated neatline to an acceptable bearing as
determined by the geotechnical engineer and then be backfilled to design subgrade using washed #57 or #67
stone.

The bottom of all foundation excavations should be free from water, loose soil, and debris prior to
placement of concrete. Concrete should also not be placed on frozen subgrades. Concrete should be placed as
soon as possible, and preferably within the same day it is excavated to minimize the potential for disturbing of
the foundation subgrade due to inclement weather.

On a preliminary basis, we would anticipate total settlements to be less than one inch for relatively
lightly loaded structures (column loads of less than about 75 kips) bearing upon properly prepared residual
Ellinwood Design Associates
Re: 3900 Sumner Blvd Apartments
August 21, 2019
Page: 7

soils or properly compacted structural fill. Differential settlements are typically one half of total settlements.
Typically, differential settlement will be approximately one-half of the maximum settlement. However,
because some footings may bear directly on nearly incompressible PWR adjacent to other footings that bear
on more compressible soil, differential settlement should be anticipated to equal total settlement in that
situation. Once structural loads are available, GeoTechnologies should be provided with that information so
that settlement estimates can be finalized. This does not account for settlements from deep fill areas (if
applicable). We recommend further evaluation of estimated settlements once structural loads are made
available. If estimated settlements for shallow foundations exceed structural requirements, alternatives such as
stone replacement or aggregate pier foundations may need to be considered. Additionally, dilatometer (DMT)
testing can be considered. DMT testing can provide additional, more detailed soil data that can be used to
provide better estimated settlements once structural loads are available.

Below Grade Walls and Retaining Walls: Below grade walls may be designed using the soil
parameters indicated in the table below. The design values assume level grade behind or in front of the wall
and should be modified for sloping grades. A buoyant unit weight should be used below the water table.

At-rest
EP Coeff.
Active EP
Coeff.
Passive EP
Coeff.
Friction
Angle
Base
Friction
Unit Weight
(pcf)
Imported Granular
Material or On-site
Sandy soils
0.50 0.33 3.0 30° 0.35 120
On-Site clayey or
silty soils 0.56 0.39 2.56 26° 0.30 115

Any fill material placed adjacent to below grade walls should be compacted to a minimum of 95% of
the standard Proctor maximum dry density, except where 98% is required at subgrade. Additionally, any soils
placed within 3 to 4 feet of below grade walls should be compacted with light hand held equipment to prevent
overstressing of the walls. This will necessitate that backfill be placed in 4 to 6 inch lifts.

Hydrostatic conditions should be considered for any walls extending below the water table. Below
grade walls must include an effective drainage medium which intercepts water moving towards the wall such
that hydrostatic conditions do not develop above the static water level. Appropriate safety factors should be
used in conjunction with these design values.

Slab-on-Grades: We recommend that slabs-on-grade for the structures are designed for an assumed
subgrade modulus of 100 pci. This assumes that subgrades will be recompacted to a minimum of 98% of the
standard Proctor maximum dry density. We recommend that slabs be supported on a 4 inch thick layer of
compacted ABC base course stone to provide protection of the soil subgrades during periods of inclement
weather and provide a working surface for construction. All slabs should be constructed per current ACI
guidelines, including proper jointing to help control shrinkage cracking.

Seismic Design Considerations: Based upon the North Carolina Building Code, our review of the
boring information and our knowledge of the local geology in the area we recommend that the on-site soil
profile be considered as site classification “D” with respect to seismic design considerations. We do not
anticipate liquefaction to be an issue due to the high silt and clay content of the residual soil.
Ellinwood Design Associates
Re: 3900 Sumner Blvd Apartments
August 21, 2019
Page: 8

Pavement Design Considerations: The on-site soils are considered fair for pavement support. For this
reason, proper preparation of the subgrade soils will be very important for the performance of the pavements.
Laboratory CBR testing indicates a CBR value between 7 and 22 percent for the on-site soils. For design
purposes, we recommend using a value of 7 percent. If provided with traffic volume information, a typical
pavement section recommendation can be provided.

Highly plastic soils should be excluded from the upper foot below subgrade elevation. Additionally,
the elastic silts present onsite often exhibit instability under rubber-tired traffic, even when adequately
compacted and with proper moisture conditioning. Thickening of the stone base section may be necessary
during construction to help achieve stability at stone grade. Stone should also be end-dumped and spread with
a dozer and heavy construction traffic should be avoided in areas where these soils are encountered.

The most important factors affecting pavement life in the area of the site are the condition of the
subgrade immediately prior to base course stone placement and post construction drainage. We recommend
that the subgrade of all pavement areas be proofrolled and that any unstable, yielding areas be identified and
repaired prior to placement of the base coarse stone. All subgrade soils should be recompacted to a minimum
of 98% of the standard Proctor maximum dry density immediately prior to base course stone placement where
appropriate. We recommend that all pavement areas be properly graded to promote run-off of water and to
prevent ponding of water on the pavement surface which can lead to eventual saturation of subgrade soils and
the loss of pavement support.

Since the near surface soils at this site are conducive to the development of perched groundwater
conditions, it is important that provisions be taken to help with long-term drainage. We recommend that
appropriate permanent ditches or underdrains be incorporated behind all curbing (including islands) on the site.

CLOSING

GeoTechnologies, Inc. appreciates the opportunity to have provided you with our services on this
project. Please contact us if you should have questions regarding this report or if we may be of any further
assistance.

Sincerely,
GeoTechnologies, Inc.

Mark R. Potratz, P.E.
NC License No. 25955

MRP/pr-dli

Attachments
PLAYGROUNDPOOLCOMMUNITYCENTERMINOR THOROUGHFARE / AVENUE 4-LANE, DIVIDEDEX/ 90' PUBLIC ROWOAK FOREST DR. EXTENSIONAVENUE 2-LANE, UNDIVIDEDNEIGHBORHOOD STREET / 64' PUBLIC ROWNEIGHBORHOOD STREET / 84' PUBLIC ROWIX-3-PKON PODIUMIX-3-PKC2019 JDAVIS ARCHITECTS EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESSED WRITTELS1.1SR-XX-19TRANSACTION NO:KT, SBKTOVERALL LANDSCAPE PLAN...JAE-18048DATEAdminstrative Site Review xx.xx.2018....................The Pointe at Town Center3900 Sumner BoulevardRaleigh, North Carolina 27616Carolina Project Equities, LLC FOR REVIEW ONLYNOT FORCONSTRUCTIONADMINISTRATIVE SITE REVIEWOVERALL LANDSCAPE PLAN8. FIELD ADJUSTMENTS TO THIS PLAN MAY BE REQUIRED BY CITY OF RALEIGH INSPECTOR ASNEEDED DURING CONSTRUCTION.9. ALL SURVEY INFORMATION PROVIDED TO JDAVIS ARCHITECTS BY JOHN A. EDWARDS ANDCOMPANY IN RALEIGH, NORTH CAROLINA IN DIGITAL FORMAT IN AUGUST 2018, ANDSUPPLEMENTAL INFORMATION WAS OBTAINED FROM WAKE COUNTY GIS IN AUGUST 2018.10. WITHIN THE SIGHT TRIANGLES SHOWN ON THIS PLAN, NO OBSTRUCTION BETWEEN 2 FEET AND8 FEET IN HEIGHT ABOVE THE CURB LINE ELEVATION SHALL BE LOCATED IN WHOLE OR PART.OBSTRUCTIONS INCLUDE BUT ARE NOT LIMITED TO ANY BERM, FOLIAGE, FENCE, WALL, SIGN,OR PARKED VEHICLE.11. UNLESS NOTED, ACCESS ROUTE FOR EMERGENCY VEHICLES SHALL PROVIDE AN INSIDETURNING RADIUS OF 28' MINIMUM.12. UNLESS NOTED, ALL DIMENSIONS SHOWN ARE TO BACK OF CURB.13. TRASH AND CARDBOARD DUMPSTER(S) ENCLOSURE SHALL COMPATIBLE WITH MATERIALAND/OR COLOR OF THE PRINCIPAL BUILDING.14. GROUND-MOUNTED MECHANICAL EQUIPMENT MUST ADHERE TO THE SCREENINGREQUIREMENTS OF SEC 7.2.5.D.4 AND IS NOT ONLY LIMITED TO BEING VISIBLE FROM THEPUBLIC RIGHT OF WAY.15. CONTRACTOR TO FIELD LOCATE AND VERIFY ALL EXISTING UTILITIES PRIOR TOCONSTRUCTION AND REPORT ANY DISCREPANCIES TO LANDSCAPE ARCHITECT PRIOR TO ANYCONSTRUCTION ACTIVITIES. CONTACT NC ONE AT 811 FOR FIELD LOCATION OFUNDERGROUND UTILITIES.16. HANDICAP PARKING SPACE(S) AND HC ACCESS AISLE(S) SHALL BE NO GREATER THAN TWOPERCENT (2%) PITCH IN ANY DIRECTION(S) AS PER ADA STANDARDS.17. PROVIDE SIGNAGE AND STRIPING OF HANDICAP SPACES AS PER ADA STANDARDS.18. ALL RETAINING WALLS GREATER THAN 30" IN HEIGHT TO INCLUDE SAFETY RAIL OR FENCE.19. THE MINIMUM CORNER CLEARANCE FROM THE CURB LINE OF INTERSECTING STREETS SHALLBE AT LEAST 20 FEET FROM THE POINT OF TANGENCY OF THE CURB. NO DRIVEWAYS SHALLENCROACH ON THIS MINIMUM CORNER CLEARANCE.20. WC ACCESS RAMPS WILL BE PROVIDED IN ACCORDANCE WITH CITY OF RALEIGH PUBLICWORKS DEPARTMENT STANDARDS, PROWAG STANDARDS AND ADAAG SPECIFICATIONS21. ALL RAMPS AND HANDRAILS SHALL BE CONFORM TO ANSI, NCSBC, AND ICC STANDARDS ANDSPECIFICATIONS.22. ALL ABOVE GROUND UTILITY DEVICES (TO INCLUDE BUT NOT LIMITED TO TELEPHONE ANDCABLE PEDESTALS, ELECTRICAL TRANSFORMERS, BACKFLOW DEVICE HOTBOX, ETC) SHALL BESCREENED FROM OFF-SITE VIEW BY EVERGREEN SHRUBS, FENCE, OR WALL.23. GENERAL UTILITY PLACEMENT EASEMENT IS FOR INSTALLATION OF PRIVATE UTILITIES.24. REQUIRED PARKING FOR AN AFFORDABLE HOUSING DEVELOPMENT MAY BE REDUCED TO ARATE OF ONE (1) PARKING SPACE FOR EACH UNIT AS PER UDO SEC 7.1.4.B.HC RAMPS:AFFORDABLE HOUSING NOTES:
0
2
4
6
8
10
12
14
16
18
20
22
19
27
12
17
22
B- 1
15
35
32
50/2.5"
B- 2
15
18
21
20
13
B- 3
18
21
12
19
22
B- 4
12
49
25
B- 5
18
15
50/1.5"
50/1"
27
B- 6
8
44
B- 7
15
22
14
12
20
B- 8
18
28
10
9
50/6"
B- 9
17
21
14
B-10
Raleigh, North Carolina
SCALE: As Shown
FIGURE No: 2
3900 Sumner Boulevard Apartments
Depth (Feet)
JOB No:1-19-0578-EA
PROJECT:
GENERALIZED SUBSURFACE PROFILE LEGEND
Topsoil
Silty Sand
Low Plasticity Clay
Partially Weathered Rock
Low Plasticity Silt
Clayey Sand - Sandy Clay
Silty Sand to Low Plasticity Silt
Auger Refusal
Standard Penetration Resistance
0
2
4
6
8
10
12
14
16
18
20
22
17
27
15
B-11
31
46
21
B-12
6
27
35
16
50/1"
B-13
13
31
12
12
19
B-14
15
B-15
50/2.5"
50/0.5"
B-16
11
38
50/1"
B-17
33
20
22
B-18
12
59
B-19
11
B-20
Raleigh, North Carolina
SCALE: As Shown
FIGURE No: 2
3900 Sumner Boulevard Apartments
Depth (Feet)
JOB No:1-19-0578-EA
PROJECT:
GENERALIZED SUBSURFACE PROFILE LEGEND
Topsoil
Silty Sand
Low Plasticity Clay
Low Plasticity Silt
High Plasticity Clay
Partially Weathered Rock
Auger Refusal
Standard Penetration Resistance
0
2
4
6
8
10
12
14
16
18
20
22
11
39
21
B-21
50/4"
B-22
5
B-23
16
26
23
B-24
11
45
50/1"
B-25
8
54
17
5
14
B-26
10
16
9
10
11
B-27
29
50/5"
50/1"
B-28
15
35
12
B-29
10
11
9
7
11
B-30
Raleigh, North Carolina
SCALE: As Shown
FIGURE No: 2
3900 Sumner Boulevard Apartments
Depth (Feet)
JOB No:1-19-0578-EA
PROJECT:
GENERALIZED SUBSURFACE PROFILE LEGEND
Groundwater at Time of Boring
Topsoil
Clayey Sand - Sandy Clay
Low Plasticity Clay
Silty Sand
Clayey Sand
Partially Weathered Rock
High Plasticity Clay
Low Plasticity Silt
High Plasticity Silt
Auger Refusal
Cave Depth
Standard Penetration Resistance
0
2
4
6
8
10
12
14
16
18
20
22
16
18
6
10
17
B-31
8
9
9
B-32
9
11
6
15
53
B-33
25
24
12
21
50
B-34
13
21
13
30
61
B-35
17
25
17
B-36
18
25
19
B-37
Raleigh, North Carolina
SCALE: As Shown
FIGURE No: 2
3900 Sumner Boulevard Apartments
Depth (Feet)
JOB No:1-19-0578-EA
PROJECT:
GENERALIZED SUBSURFACE PROFILE LEGEND
Groundwater at Time of Boring
Topsoil
Silty Sand
Silty Sand to Low Plasticity Silt
Low Plasticity Silt
High Plasticity Silt
Low Plasticity Clay
Well-graded Sand
Standard Penetration Resistance
PLAYGROUNDPOOLCOMMUNITYCENTERMINOR THOROUGHFARE / AVENUE 4-LANE, DIVIDEDEX/ 90' PUBLIC ROWOAK FOREST DR. EXTENSIONAVENUE 2-LANE, UNDIVIDEDNEIGHBORHOOD STREET / 64' PUBLIC ROWNEIGHBORHOOD STREET / 84' PUBLIC ROWIX-3-PKON PODIUMIX-3-PKC2019 JDAVIS ARCHITECTS EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESSED WRITTELS1.1SR-XX-19TRANSACTION NO:KT, SBKTOVERALL LANDSCAPE PLAN...JAE-18048DATEAdminstrative Site Review xx.xx.2018....................The Pointe at Town Center3900 Sumner BoulevardRaleigh, North Carolina 27616Carolina Project Equities, LLC FOR REVIEW ONLYNOT FORCONSTRUCTIONADMINISTRATIVE SITE REVIEWOVERALL LANDSCAPE PLAN8. FIELD ADJUSTMENTS TO THIS PLAN MAY BE REQUIRED BY CITY OF RALEIGH INSPECTOR ASNEEDED DURING CONSTRUCTION.9. ALL SURVEY INFORMATION PROVIDED TO JDAVIS ARCHITECTS BY JOHN A. EDWARDS ANDCOMPANY IN RALEIGH, NORTH CAROLINA IN DIGITAL FORMAT IN AUGUST 2018, ANDSUPPLEMENTAL INFORMATION WAS OBTAINED FROM WAKE COUNTY GIS IN AUGUST 2018.10. WITHIN THE SIGHT TRIANGLES SHOWN ON THIS PLAN, NO OBSTRUCTION BETWEEN 2 FEET AND8 FEET IN HEIGHT ABOVE THE CURB LINE ELEVATION SHALL BE LOCATED IN WHOLE OR PART.OBSTRUCTIONS INCLUDE BUT ARE NOT LIMITED TO ANY BERM, FOLIAGE, FENCE, WALL, SIGN,OR PARKED VEHICLE.11. UNLESS NOTED, ACCESS ROUTE FOR EMERGENCY VEHICLES SHALL PROVIDE AN INSIDETURNING RADIUS OF 28' MINIMUM.12. UNLESS NOTED, ALL DIMENSIONS SHOWN ARE TO BACK OF CURB.13. TRASH AND CARDBOARD DUMPSTER(S) ENCLOSURE SHALL COMPATIBLE WITH MATERIALAND/OR COLOR OF THE PRINCIPAL BUILDING.14. GROUND-MOUNTED MECHANICAL EQUIPMENT MUST ADHERE TO THE SCREENINGREQUIREMENTS OF SEC 7.2.5.D.4 AND IS NOT ONLY LIMITED TO BEING VISIBLE FROM THEPUBLIC RIGHT OF WAY.15. CONTRACTOR TO FIELD LOCATE AND VERIFY ALL EXISTING UTILITIES PRIOR TOCONSTRUCTION AND REPORT ANY DISCREPANCIES TO LANDSCAPE ARCHITECT PRIOR TO ANYCONSTRUCTION ACTIVITIES. CONTACT NC ONE AT 811 FOR FIELD LOCATION OFUNDERGROUND UTILITIES.16. HANDICAP PARKING SPACE(S) AND HC ACCESS AISLE(S) SHALL BE NO GREATER THAN TWOPERCENT (2%) PITCH IN ANY DIRECTION(S) AS PER ADA STANDARDS.17. PROVIDE SIGNAGE AND STRIPING OF HANDICAP SPACES AS PER ADA STANDARDS.18. ALL RETAINING WALLS GREATER THAN 30" IN HEIGHT TO INCLUDE SAFETY RAIL OR FENCE.19. THE MINIMUM CORNER CLEARANCE FROM THE CURB LINE OF INTERSECTING STREETS SHALLBE AT LEAST 20 FEET FROM THE POINT OF TANGENCY OF THE CURB. NO DRIVEWAYS SHALLENCROACH ON THIS MINIMUM CORNER CLEARANCE.20. WC ACCESS RAMPS WILL BE PROVIDED IN ACCORDANCE WITH CITY OF RALEIGH PUBLICWORKS DEPARTMENT STANDARDS, PROWAG STANDARDS AND ADAAG SPECIFICATIONS21. ALL RAMPS AND HANDRAILS SHALL BE CONFORM TO ANSI, NCSBC, AND ICC STANDARDS ANDSPECIFICATIONS.22. ALL ABOVE GROUND UTILITY DEVICES (TO INCLUDE BUT NOT LIMITED TO TELEPHONE ANDCABLE PEDESTALS, ELECTRICAL TRANSFORMERS, BACKFLOW DEVICE HOTBOX, ETC) SHALL BESCREENED FROM OFF-SITE VIEW BY EVERGREEN SHRUBS, FENCE, OR WALL.23. GENERAL UTILITY PLACEMENT EASEMENT IS FOR INSTALLATION OF PRIVATE UTILITIES.24. REQUIRED PARKING FOR AN AFFORDABLE HOUSING DEVELOPMENT MAY BE REDUCED TO ARATE OF ONE (1) PARKING SPACE FOR EACH UNIT AS PER UDO SEC 7.1.4.B.HC RAMPS:AFFORDABLE HOUSING NOTES:
Topsoil
Medium Dense Yellow Silty Fine to Medium
SAND
Very Stiff Brown Fine to Medium Sandy Silty
CLAY
Medium Dense Brown Orange Silty Fine SAND
Medium Dense Yellow, Gray & Olive Silty Fine to
Medium SAND
Boring terminated at 20'
0.3
1.0
3.0
7.5
20.0
SM
CL
SM
SM
12-10-9
9-12-15
6-6-6
7-8-9
9-10-12
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B- 1
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil w/Rocks
Very Stiff Brown Orange Micaceous Fine Sandy
CLAY
Dense Gray Yellow Silty Fine SAND w/Quartz
Dense Gray Silty Fine SAND
Dense Yellow Gray Silty Fine SAND
Hard Partially Weathered Rock (Not Sampled)
Auger Refusal at 14.2'
0.7
3.5
6.5
10.0
14.0
14.2
CL
SM
SM
SM
10-8-7
18-20-15
9-10-22
50/2.5"
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B- 2
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Very Stiff Orange Micaceous Coarse to Medium
Sandy CLAY
Very Stiff Orange Brown Micaceous Fine Sandy
SILT
Medium Dense Yellow Gray White Silty Fine
SAND
Boring terminated at 20'
0.3
3.5
13.5
20.0
CL
ML
SM
6-7-8
7-8-10
8-10-11
7-9-11
6-6-7
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B- 3
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Medium Dense Light Yellow Silty Fine to Medium
SAND
Very Stiff Yellow, Brown & Orange Fine to
Medium Sandy Silty CLAY
Stiff Yellow, Gray & Brown Silty Fine to Medium
Sandy CLAY to Clayey SAND
Medium Dense Yellow, Gray & White Silty Fine to
Medium SAND
Boring terminated at 20'
0.2
0.8
3.5
6.5
20.0
SM
CL
SC
CL
SM
11-9-9
9-10-11
5-6-6
7-8-11
10-10-12
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B- 4
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Medium Dense Yellow Brown Silty Fine to
Medium SAND
Dense Orange Brown Silty Fine to Medium SAND
to Sandy SILT
Very Stiff Brown Orange Yellow Fine to Medium
Sandy CLAY
Boring terminated at 10'
0.2
4.0
7.0
10.0
SM
SM
ML
CL
6-6-6
15-22-27
11-12-13
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B- 5
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil
Medium Dense Brown Orange Clayey Fine SAND
to Sandy CLAY
Medium Dense Yellow, White & Orange Silty Fine
to Coarse SAND
Partially Weathered Rock - Sampled as Gray Silty
Fine SAND
Hard Partially Weathered Rock
Medium Dense Gray, Yellow & White Silty Fine to
Coarse SAND
Boring terminated at 20'
0.3
3.5
6.5
13.0
18.5
20.0
SC
CL
SM
SM
15-10-8
7-7-8
50/1.5"
50/1"
27
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B- 6
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Loose Yellow Silty Fine to Medium SAND
Hard Brown & Orange White Fine to Medium
Sandy SILT
Auger Refusal at 7'
0.5
4.0
7.0
SM
ML
2-3-5
10-12-22
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B- 7
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Medium Dense Light Yellow Silty Fine to Medium
SAND
Stiff Orange Brown Silty CLAY
Very Stiff Orange, Brown & Gray Fine Sandy
SILT
Stiff Light Orange Fine Sandy Silty CLAY
Medium Dense Gray, Yellow & Pink Silty Fine to
Medium SAND to Sandy SILT
Medium Dense Yellow Pink Silty Fine to Medium
SAND to Sandy SILT
Boring terminated at 20'
0.3
1.5
4.5
7.5
13.0
18.5
20.0
SM
CL
ML
ML
SM
ML
SM
ML
9-8-7
7-10-12
5-7-7
4-5-7
7-9-11
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B- 8
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Medium Dense Light Yellow Silty Fine SAND
Medium Dense Brown, Orange & White Silty Fine
to Medium SAND to Sandy SILT
Loose Yellow, Brown & Orange Silty Fine to
Medium SAND
Partially Weathered Rock - Sampled as Yellow,
Brown & Orange Fine to Medium SAND
Boring terminated at 19'
0.8
1.5
6.5
17.5
19.0
SM
SM
ML
SM
2-4-14
12-14-14
5-5-5
5-5-4
50/6"
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B- 9
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil
Medium Dense Light Yellow Gray Silty Fine
SAND
Very Stiff Brown, Orange & White Fine to
Medium Sandy CLAY
Medium Dense Yellow, Brown & Orange Silty
Fine to Medium SAND
Boring terminated at 10'
0.3
1.5
2.5
10.0
SM
CL
SM
7-7-10
8-10-11
9-7-7
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-10
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Medium Dense Light Yellow Silty Fine SAND
Very Stiff Brown, Orange & Yellow Silty Fine to
Coarse Sandy CLAY
Very Stiff Yellow Brown Fine to Medium Sandy
SILT
Medium Dense Yellow, Orange & Brown Silty
Fine to Medium SAND
Boring terminated at 10'
0.3
1.5
4.5
8.0
10.0
SM
CL
ML
SM
3-7-10
9-12-15
7-7-8
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-11
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil
Dense Yellow Tan Silty Fine to Medium SAND
w/Wood Fragments
Dense Brown Orange Silty Fine to Medium SAND
Medium Dense Brown Orange Silty Clayey Fine to
Medium SAND
Boring terminated at 10'
0.2
1.0
7.0
10.0
SM
SM
SM
4-14-17
15-21-25
9-10-11
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-12
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Firm Orange Brown Coarse Sandy Silty CLAY
Medium Dense to Dense Gray, Brown & Orange
Silty Fine to Medium SAND
Medium Dense Brown Yellow Silty Fine SAND
Hard Partially Weathered Rock (Not Sampled)
Auger Refusal at 18.5'
0.4
3.5
12.0
18.0
18.5
CH
SM
SM
2-2-4
12-13-14
11-14-21
6-7-9
50/1"
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-13
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Medium Dense Yellow Silty Fine to Medium
SAND w/Gravel
Hard Orange, White & Red Micaceous Fine to
Medium Sandy Silty CLAY
Medium Dense Yellow Brown & Pink Micaceous
Silty Fine to Medium SAND
Medium Dense Gray Tan Yellow Silty Fine SAND
Medium Dense Gray, Tan & Olive Micaceous Silty
Fine SAND
Boring terminated at 20'
0.4
2.5
6.5
13.5
19.5
20.0
SM
CL
SM
SM
SM
3-6-7
10-14-17
5-5-7
5-6-6
4-7-12
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-14
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Medium Dense Yellow, Orange & Gray Silty Fine
to Medium SAND
Partially Weathered Rock - Not Sampled
Auger Refusal at 2.8'
0.3
2.0
2.8
SM
4-5-10
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-15
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Very Dense Yellow Silty Fine to Medium SAND
Hard Orange Micaceous Silty Fine to Medium
Sandy CLAY
Hard Partially Weathered Rock (Not Sampled)
Auger Refusal at 6.5'
0.6
1.0
1.5
6.5
SM
CL
4-8-50/2.5"
50/0.5"
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-16
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Medium Dense Yellow Brown Silty Fine SAND
Partially Weathered Rock - Not Sampled
Dense Orange Gray & Yellow Orange Micaceous
Silty Fine SAND
Hard Partially Weathered Rock w/Soil Lenses
Auger Refusal at 12.3'
0.3
3.0
3.5
9.0
12.3
SM
SM
2-4-7
14-19-19
50/1"
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-17
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Dense Yellow Silty Fine SAND
Dense Yellow, Gray, White & Brown Silty Fine to
Medium SAND
Medium Dense Orange Tan SIlty Fine to Medium
SAND
Boring terminated at 10'
0.3
1.5
2.5
10.0
SM
SM
SM
2-3-30
11-9-11
12-11-11
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-18
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Medium Dense Yellow Silty Fine to Medium
SAND
Hard Orange, Brown & Yellow Fine to Medium
Sandy CLAY
Hard Partially Weathered Rock (Not Sampled)
Auger Refusal at 6.7'
0.3
3.0
6.0
6.7
SM
CL
2-4-8
11-21-38
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-19
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil
Medium Dense Yellow Gray Silty Very Coarse
SAND
Auger Refusal at 3'
0.5
3.0
SM
2-3-8
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-20
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Medium Dense Yellow Orange Clayey Fine to
Medium SAND to Sandy CLAY
Hard Brown Yellow Micaceous Silty Fine Sandy
CLAY
Medium Dense Yellow White Silty Fine to
Medium SAND
Boring terminated at 10'
0.3
3.0
6.5
10.0
SC
CL
CL
SM
2-3-8
14-19-20
6-9-12
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-21
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Loose Brown, Gray & Yellow Clayey Fine to
Medium SAND
Partially Weathered Rock - Sampled as Brown,
Gray & Yellow Silty Fine to Medium SAND
Auger Refusal at 2.5'
0.6
1.5
2.5
SC
5-8-50/4"
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-22
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil
Loose Brown Yellow Silty Fine to Medium SAND
Auger Refusal at 2'
0.4
2.0
SM
2-3-2
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-23
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Medium Dense Yellow Clayey Fine to Medium
SAND w/Quartz
Medium Dense Orange, Brown & White Clayey
Fine to Medium SAND to Sandy CLAY
Medium Dense Orange Silty Fine SAND
Boring terminated at 10'
0.3
2.0
4.5
10.0
SC
SC
CL
SM
5-8-8
9-11-15
9-11-12
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-24
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Medium Dense Light Yellow Silty Fine SAND
Dense Yellow Orange Clayey Fine to Medium
SAND
Dense Yellow Silty Fine to Medium SAND
Hard Partially Weathered Rock - Sampled as
Yellow White Silty Fine SAND
Auger Refusal at 9.5'
0.5
3.5
7.0
9.0
9.5
SM
SC
SM
2-4-7
11-21-24
50/1"
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-25
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil
Loose Yellow Tan Clayey Fine to Medium SAND
Very Dense Orange Gray Silty Clayey Fine SAND
Medium Dense Gray, Brown & Yellow Clayey
Fine to Medium SAND to Sandy CLAY
Firm Tan Yellow Brown Fine to Medium Sandy
CLAY
Medium Dense Tan, Brown & Yellow Clayey Fine
to Medium SAND
Boring terminated at 20'
0.2
4.0
7.0
12.0
18.5
20.0
SC
SC
SC
CL
CL
SC
2-3-5
17-27-27
7-9-8
2-3-2
6-5-9
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-26
8-16-19
100 20 40 60 100
Groundwater Encountered at 16 ft at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Medium Dense Light Yellow Silty Fine SAND
Stiff Tan Yellow Fine Sandy Silty CLAY
Very Stiff Brown, Yellow & Orange Fine Sandy
SILT
Stiff Brown, Gray & Yellow Fine Sandy SILT
Stiff Brown, White & Orange Fine Sandy SILT
Boring terminated at 20'
0.3
1.0
4.0
6.5
12.5
20.0
SM
CH
ML
MH
ML
2-3-7
6-8-8
5-4-5
5-5-5
5-5-6
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-27
8-16-19
100 20 40 60 100
Moist at Time of Boring. Cave in at 17 ft.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil
Medium Dense Orange, Orange & Yellow Silty
Fine to Medium SAND
Partially Weathered Rock (Not Sampled)
Harder Partially Weathered Rock (Not Sampled)
Auger Refusal at 8.7'
0.2
2.5
6.5
8.7
SM
8-12-17
50/5"
50/1"
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-28
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Very Stiff Orange Brown Fine to Medium Sandy
CLAY
Dense Yellow Orange Silty Fine to Medium SAND
Stiff Yellow Orange Fine Sandy SILT
Boring terminated at 10'
0.3
2.5
7.0
10.0
CL
SM
ML
6-7-8
15-17-18
5-6-6
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-29
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Loose Orange Silty Fine to Medium SAND
Loose Yellow Brown Silty Fine to Medium SAND
Medium Dense Gray, Brown, Yellow & Orange
Micaceous Silty Fine to Medium SAND
Loose Brown, Yellow & Pink Silty Fine to
Medium SAND
Loose Gray, Olive & Yellow Micaceous Silty Fine
to Medium SAND
Stiff Olive, Orange & Gray Micaceous Fine to
Medium Sandy SILT
Boring terminated at 20'
0.3
1.0
3.5
7.5
12.0
18.5
20.0
SM
SM
SM
SM
SM
ML
4-4-6
4-5-6
4-4-5
3-4-3
3-4-7
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-30
8-16-19
100 20 40 60 100
Groundwater Encountered at 16 ft at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil
Medium Dense Light Brown Silty Fine to Medium
SAND
Medium Dense Gray Yellow Silty Fine SAND to
Sandy SILT
Firm Gray Yellow White Micaceous Fine Sandy
SILT
Stiff Brown Gray Micaceous Fine Sandy SILT
Medium Dense Gray White Micaceous Silty Fine
SAND
Boring terminated at 20'
0.2
1.0
6.5
15.0
18.0
20.0
SM
SM
ML
ML
ML
SM
1-6-10
10-9-9
2-2-4
3-4-6
4-7-10
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-31
8-16-19
100 20 40 60 100
Groundwater Encountered at 13.5 ft at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Loose Light Yellow Silty Fine SAND
Firm Tan Gray Micaceous Fine to Medium Sandy
SILT
Loose Gray Yellow Micaceous Silty Fine to
Medium SAND
Loose Orange, Gray & Yellow Micaceous Silty
Fine to Coarse SAND
Boring terminated at 10'
0.2
1.0
2.5
7.5
10.0
SM
MH
SM
SM
2-4-4
3-4-5
6-5-4
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-32
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Loose Gray Brown Silty Fine to Medium SAND
Stiff Brown Gray Fine to Medium Sandy SILT to
Silty SAND
Firm Gray Micaceous SILT
Loose Brown Gray Micaceous Silty Fine SAND
Medium Dense Gray, Yellow & White Silty Fine
SAND
Very Dense Yellow, Brown & Orange Silty Fine to
Medium SAND
Boring terminated at 20'
0.3
4.0
6.5
8.5
12.0
19.0
20.0
SM
SM
ML
ML
SM
SM
SM
5-4-5
6-6-5
3-3-3
5-7-9
7-20-33
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-33
8-16-19
100 20 40 60 100
Groundwater Encountered at 11.5 ft at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Very Stiff Red Orange Fine to Medium Sandy
CLAY
Very Stiff Brown Gray Fine to Medium Sandy
CLAY
Medium Dense Yellow, Brown & Orange Silty
Fine SAND
Medium Dense Gray Yellow Micaceous Silty Very
Fine SAND
Dense Yellow, Gray & Pink Fine to Coarse SAND
Boring terminated at 20'
0.2
3.5
6.0
11.5
17.5
20.0
CL
CL
SM
SM
SW
7-11-14
8-10-14
4-6-6
7-9-12
20-24-26
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-34
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil
Medium Dense Light Orange Silty Fine SAND
Medium Dense Brown Silty Fine SAND to Sandy
SILT
Medium Dense Brown Orange Yellow Micaceous
Silty Fine SAND
Stiff Brown Orange Micaceous Fine Sandy SILT
Dense to Very Dense Brown, Gray & Orange
Micaceous Silty Fine SAND
Boring terminated at 20'
0.3
1.5
3.0
6.0
13.5
20.0
SM
SM
ML
SM
ML
SM
4-6-7
7-10-11
6-6-7
13-14-16
13-21-40
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-35
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil (Woods)
Very Stiff Red Fine to Medium Sandy SILT
Medium Dense Red, Orange & Brown Micaceous
Silty Fine SAND to Sandy SILT
Medium Dense Yellow, Orange & Brown Silty
SAND
Boring terminated at 10'
0.3
4.5
6.5
10.0
MH
SM
ML
SM
7-7-10
8-12-13
6-8-9
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-36
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
Topsoil
Very Stiff Dark Orange Micaceous Fine to
Medium Sandy Clayey SILT
Medium Dense Orange, Brown & Gray Micaceous
Silty Fine to Medium SAND
Medium Dense Yellow Brown Micaceous Silty
Very Fine SAND
Boring terminated at 10'
0.3
2.5
6.5
10.0
ML
SM
SM
5-8-10
9-14-11
8-9-10
PENETRATION
(BLOWS/FT.)
BLOWS PER
SIX INCHES
ELEVATION
(FT.)
1 OF 1PAGE
JOB NUMBER
BORING NUMBER
DATE
1-19-0578-EA
B-37
8-16-19
100 20 40 60 100
Dry at Time of Boring.
DEPTH
(FT.)
0.0
TEST BORING RECORD
DESCRIPTION
3200 Wellington Court, Ste 108
Raleigh, NC 27615 GTI_MAIN 190578.GPJ GTI.GDT 8/20/19
0
10
20
30
40
50
60
70
80
0 20 40 60 80 100
0.5-2.0'
0.5-2.0'
0.5-2.0'
0.5-2.0'
Specimen Identification LL PL PI Fines Classification
P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X
CL
ML
CH
MH
LIQUID LIMIT (LL)
ATTERBERG LIMITS' RESULTS

67
79
66
84
18
29
40
47
CL-ML
B-13
B-27
B-32
B-36
ASTM D-4318
49
50
26
37
55.8
61.5
51.3
65.6
Brown Fine to Medium Sandy Clay
Brown Medium to Fine Sandy Clay
Brown Medium to Fine Sandy Silt
Brown Medium to Fine Sandy Silt
S-1
S-1
S-1
S-1
PROJECT JOB NO.
DATE
3900 Sumner Boulevard Apartments - Raleigh,
North Carolina
1-19-0578-EA
8/15/19
3200 Wellington Court, Ste 108
Raleigh, NC 27615
Date Recieved:
Dates Tested: 8/8-8/15/2019
8/8/2019
0
10
20
30
40
50
60
70
80
90
100
680.00124680.0124680.1246812468102468100
3900 Sumner Boulevard Apartments
1"
Boring No.Elev./Depth Nat. W.C. L.L. P.L. P.I.
Project: Job No.:
Date:
Soil Description or Classification
Raleigh, North Carolina
1-19-0578-EA
0.5-2.0'49.0 Brown Fine to Medium Sandy Clay
8/15/193/8"Percent Finer By WeightU.S. Standard Sieve Sizes
Grain Size In Millimeters
GRAIN SIZE DISTRIBUTION3/4"1/2"B-13 26.4
S-1
#4 #10 #20 #40 #60 #100 #200
GRAVEL SAND
18.0
FINES
COARSE FINE COARSE MEDIUM FINE SILT SIZES CLAY SIZES
67.0
3200 Wellington Court, Ste 108
Raleigh, NC 27615
Date Recieved:
Dates Tested: 8/8-8/15/2019
8/8/2019
0
10
20
30
40
50
60
70
80
90
100
680.00124680.0124680.1246812468102468100
3900 Sumner Boulevard Apartments
1"
Boring No.Elev./Depth Nat. W.C. L.L. P.L. P.I.
Project: Job No.:
Date:
Soil Description or Classification
Raleigh, North Carolina
1-19-0578-EA
0.5-2.0'50.0 Brown Medium to Fine Sandy Clay
8/15/193/8"Percent Finer By WeightU.S. Standard Sieve Sizes
Grain Size In Millimeters
GRAIN SIZE DISTRIBUTION3/4"1/2"B-27 22.5
S-1
#4 #10 #20 #40 #60 #100 #200
GRAVEL SAND
29.0
FINES
COARSE FINE COARSE MEDIUM FINE SILT SIZES CLAY SIZES
79.0
3200 Wellington Court, Ste 108
Raleigh, NC 27615
Date Recieved:
Dates Tested: 8/8-8/15/2019
8/8/2019
0
10
20
30
40
50
60
70
80
90
100
680.00124680.0124680.1246812468102468100
3900 Sumner Boulevard Apartments
1"
Boring No.Elev./Depth Nat. W.C. L.L. P.L. P.I.
Project: Job No.:
Date:
Soil Description or Classification
Raleigh, North Carolina
1-19-0578-EA
0.5-2.0'26.0 Brown Medium to Fine Sandy Silt
8/15/193/8"Percent Finer By WeightU.S. Standard Sieve Sizes
Grain Size In Millimeters
GRAIN SIZE DISTRIBUTION3/4"1/2"B-32 23.9
S-1
#4 #10 #20 #40 #60 #100 #200
GRAVEL SAND
40.0
FINES
COARSE FINE COARSE MEDIUM FINE SILT SIZES CLAY SIZES
66.0
3200 Wellington Court, Ste 108
Raleigh, NC 27615
Date Recieved:
Dates Tested: 8/8-8/15/2019
8/8/2019
0
10
20
30
40
50
60
70
80
90
100
680.00124680.0124680.1246812468102468100
3900 Sumner Boulevard Apartments
1"
Boring No.Elev./Depth Nat. W.C. L.L. P.L. P.I.
Project: Job No.:
Date:
Soil Description or Classification
Raleigh, North Carolina
1-19-0578-EA
0.5-2.0'37.0 Brown Medium to Fine Sandy Silt
8/15/193/8"Percent Finer By WeightU.S. Standard Sieve Sizes
Grain Size In Millimeters
GRAIN SIZE DISTRIBUTION3/4"1/2"B-36 24.1
S-1
#4 #10 #20 #40 #60 #100 #200
GRAVEL SAND
47.0
FINES
COARSE FINE COARSE MEDIUM FINE SILT SIZES CLAY SIZES
84.0
3200 Wellington Court, Ste 108
Raleigh, NC 27615
Date Recieved:
Dates Tested: 8/8-8/15/2019
8/8/2019
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
2.70
2.60
MOISTURE-DENSITY RELATIONSHIP
8/15/19
B-12
ASTM D 698
12.5%
Brown Silty Sand
%
LL PI
DRY DENSITY (Pounds Per Cubic Foot)WATER CONTENT (Percent Dry Weight)
Job No:
117.3 PCF
1-19-0578-EA
Raleigh, North Carolina
Method of Test:
Maximum Dry Density:
Optimum Moisture Content:
Natural Moisture Content:
Atterberg Limits:
Soil Description:
0.5-5.0'
3900 Sumner Boulevard ApartmentsJob Name:
Job Location:
Boring No:
Sample No:
Depth:
TEST RESULTS
FOR SPECIFIC GRAVITY EQUAL TO:
CURVES OF 100% SATURATION
Date:
2.80
Date Recieved:
Dates Tested: 8/8-8/15/2019
8/8/2019
3200 Wellington Court, Ste 108
Raleigh, NC 27615
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
2.70
2.60
MOISTURE-DENSITY RELATIONSHIP
8/15/19
B-30
ASTM D 698
14.0%
Brown Silty Sand
%
LL PI
DRY DENSITY (Pounds Per Cubic Foot)WATER CONTENT (Percent Dry Weight)
Job No:
114.0 PCF
1-19-0578-EA
Raleigh, North Carolina
Method of Test:
Maximum Dry Density:
Optimum Moisture Content:
Natural Moisture Content:
Atterberg Limits:
Soil Description:
0.5-7.0'
3900 Sumner Boulevard ApartmentsJob Name:
Job Location:
Boring No:
Sample No:
Depth:
TEST RESULTS
FOR SPECIFIC GRAVITY EQUAL TO:
CURVES OF 100% SATURATION
Date:
2.80
Date Recieved:
Dates Tested: 8/8-8/15/2019
8/8/2019
3200 Wellington Court, Ste 108
Raleigh, NC 27615
GeoTechnologies, Inc.CBR DATA SHEET ASTM D-1883
JOB #:1-19-0578-EA JOB NAME:3900 Sumner Blvd. Apartments
DATE:8/15/2019 SAMPLE I.D.:B-12 Depth:0.5-5.0'
NOTES:PROCTOR DATA: TEST PROCEDURE:ASTM D-698
Opt. Moisture =12.5%Max. Dry Density =117.3 PCF
SOIL DESCRIPTION:Brown Sandy Silt

CBR SPECIMEN DATA Swell Data
MOISTURE CONTENT 11.5%Initial Reading 0.345
WET DENSITY 128.5 lbs./cu.ft.Final Reading 0.345
DRY DENSITY 115.2 lbs./cu.ft.Mold Height 4.591
% COMPACTION 98.2 %% Swell 0.00
LOAD CELL 5000 LB.RATE OF DEFORMATION .05 in./min.
SURCHARGE USED 10 lbs.

22.5
26.2
0.0
CBR @ 0.1"
CBR @ 0.2"
% SWELL
0.00
100.00
200.00
300.00
400.00
500.00
600.00
700.00
800.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60Stress (psi.)Penetration (in.)
GeoTechnologies, Inc.CBR DATA SHEET ASTM D-1883
JOB #:1-19-0578-EA JOB NAME:3900 Sumner Blvd. Apartments
DATE:8/15/2019 SAMPLE I.D.:B-30 Depth:0.5-7.0'
NOTES:PROCTOR DATA: TEST PROCEDURE:ASTM D-698
Opt. Moisture =14.0%Max. Dry Density =114.0 PCF
SOIL DESCRIPTION:Brown Sandy Silt

CBR SPECIMEN DATA Swell Data
MOISTURE CONTENT 12.2%Initial Reading 0.374
WET DENSITY 126.9 lbs./cu.ft.Final Reading 0.440
DRY DENSITY 113.1 lbs./cu.ft.Mold Height 4.591
% COMPACTION 99.2 %% Swell 1.44
LOAD CELL 5000 LB.RATE OF DEFORMATION .05 in./min.
SURCHARGE USED 10 lbs.

7.1
8.7
1.4
CBR @ 0.1"
CBR @ 0.2"
% SWELL
0.00
50.00
100.00
150.00
200.00
250.00
300.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60Stress (psi.)Penetration (in.)