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GEOTECHNICAL ENGINEERING REPORT
CoD Solid Waste Management
Truck Wash Building 1833 Camden Avenue
Durham, North Carolina
March 2, 2017
GEOTECHNICAL ENGINEERING REPORT
CoD Solid Waste Management Truck Wash Building 1833 Camden Avenue
Durham, North Carolina
March 2, 2017
Prepared For:
RND Architects PA
3608 University Drive, Suite 204 Durham, NC 27707
Prepared By:
5400 Old Poole Road Raleigh, NC 27610
Stewart Project No.:F17007.00
Chien-Ting Tang, EI, Ph.D
Geotechnical Engineering Intern
Donald W. Brown Jr., PE, LEED AP
Manager of Construction Services NC PE License No. 28422
Stewart License No. C-1051
3/2/2017
TABLE OF CONTENTS
1 EXECUTIVE SUMMARY ................................................................................................ 1
2 PROJECT INFORMATION ............................................................................................ 2 2.1 Project Understanding ...................................................................................... 2 2.2 Site Location and Description ............................................................................. 2 2.3 Geologic Area Overview .................................................................................... 2
3 SUBSURFACE EXPLORATION ...................................................................................... 3 3.1 Field Testing .................................................................................................... 3 3.2 Subsurface Conditions ...................................................................................... 3
3.2.1 Ground Cover ....................................................................................... 3 3.2.2 Fill ...................................................................................................... 4 3.2.3 Residuum ............................................................................................ 4 3.2.4 Weathered Rock .................................................................................... 4 3.2.5 Groundwater ........................................................................................ 4
4 ENGINEERING ASSESSMENT AND RECOMMENDATIONS ............................................. 5 4.1 Site Preparation ............................................................................................... 5
4.1.1 Building Area ........................................................................................ 5 4.1.2 Pond Area ............................................................................................ 5
4.2 Fill Selection and Compaction ............................................................................ 5 4.3 Foundations .................................................................................................... 6
4.3.1 Design ................................................................................................. 6 4.3.2 Construction ......................................................................................... 6
4.4 Slab-On-Grade Recommendations ...................................................................... 7 4.4.1 Design ................................................................................................. 7 4.4.2 Construction ......................................................................................... 7
4.5 Seismic Design Considerations ........................................................................... 7 4.6 Rigid Pavement ................................................................................................ 8
Appendix A
Site Vicinity Map
Boring Location Diagram
Appendix B
Boring Snapshot
Boring Logs
Boring Summary Table
Legend of Soil Descriptions
Appendix C
Site Photographs
CoD Solid Waste Management Truck Wash Building – Durham, North Carolina Page 1
1 EXECUTIVE SUMMARY
Stewart has completed a geotechnical exploration for a proposed single-story truck wash building at the
City of Durham’s Solid Waste Management site in Durham, NC. This Executive Summary is provided as a
brief overview of our geotechnical engineering evaluation for the project and is not intended to replace
more detailed information contained elsewhere in this report. A summary of our findings, opinions, and
recommendations is provided below.
The current plan consists of an approximate 1,600± square foot truck wash building and a
nearby stormwater pond.
A total of three soil test borings were performed for this evaluation: two (B-1 and B-2) of
which are for the truck wash building, and one (B-3) is for stormwater pond. B-1 and B-2
were advanced to approximately 18¾ feet. Boring B-3 was advanced to 15 feet.
The subgrade soils encountered at the boring locations consist of fill and residual soils. The
USCS soil types encountered onsite include Silty SAND (SM), Sandy SILT (ML), Clayey SAND
(SC) and Lean CLAY (CL).
A buried layer of debris was encountered in boring B-3 from approximately 3 feet to 9½ feet
below the current grade. This stratum contained mainly old asphalt, cinders, glass and other
miscellaneous material.
Weathered rock (Triassic Siltstone) was encountered in borings B-1 and B-2 at approximate
depths of 9 feet and 7 feet below the current grade, respectively.
Perched groundwater was encountered in the fill in boring B-3 during drilling, at an
approximate depth of 8 feet below the current grade.
The structure should be designed using a Seismic Site Class C.
Based on the provided loading conditions, we recommend a spread footing foundation for the
proposed building.
The owner/designer/contractor should not rely solely upon the summary above. This report should be
read in its entirety prior to implementing the recommendations in the preparation of design and
construction documents. Stewart should be retained to perform sufficient services to determine
plan/specification compliance with the recommendations in this report.
CoD Solid Waste Management Truck Wash Building – Durham, North Carolina Page 2
2 PROJECT INFORMATION
2.1 Project Understanding
The current plans are for a new single-story truck wash building with a high roof. The building will be
approximately 1,600± square feet with a concrete slab-on-grade. We have assumed 75 kips for
maximum column loads and finished floor elevation (FFE) to be the same as the current ground (pad)
elevation. The wash building is expected to accommodate 60 trucks per day now (5 days per week),
but that capacity could be increased to 80 trucks with future growth.
Site improvement will include a new stormwater pond at the north end of the property, approximately
250 feet from the proposed building.
2.2 Site Location and Description
The project is located at 1833 Camden Ave in Durham, North Carolina. The proposed building site is
located immediately adjacent to an existing building at the Durham Solid Waste Management facility.
This area is currently paved with concrete and used as a wash station for trucks. The proposed
stormwater pond area is currently open and grass-covered.
Please refer to Figure A1 in Appendix A of this report for an aerial site photograph. Site photographs
are also included in Appendix C of this report.
2.3 Geologic Area Overview
The project site is located within Durham County, North Carolina, and lies within the Durham Triassic
Basin of eastern North Carolina. This basin is an ancient system of failed rifts that follow the coastline
of the eastern United States from South Carolina to Newfoundland, Canada. These basins slowly
opened and subsequently were infilled with material eroded from the surrounding landscape
approximately 220 million years ago during the breakup of the supercontinent Pangea. Review of the
Geologic Map of Southwest Durham 7.5-Minute Quadrangle (compiled by the C.W. Huffman and P.E.
Gallager, 1987) shows that the site is characterized by Triassic-age sedimentary rock, primarily
siltstone (Trcs/si).
SITE
CoD Solid Waste Management Truck Wash Building – Durham, North Carolina Page 3
3 SUBSURFACE EXPLORATION
3.1 Field Testing The subsurface conditions at the site were explored with a total of three soil test borings (B-1 through
B-3). Borings B-1 and B-2 were performed for the new truck wash building, while boring B-3 was
performed for the pond. The boring layout is illustrated in Figure A2 in Appendix A of this report. The
borings were advanced to depths of approximately 15 and 18¾ feet below the current ground surface
by Carolina Drilling using an ATV-mounted CME 550 drill rig using 2¼-inch hollow-stem, continuous
flight augers in general accordance with ASTM D6151. Sampling operations were conducted in general
accordance with ASTM D1586. At predetermined intervals, soil samples were obtained with a split-
barrel sampler (standard 2-inch O.D.). The sampler was rested on the bottom of the borehole and
driven to a penetration of 18 inches (or fraction thereof) with blows of a 140-pound automatic drop
hammer falling a distance of 30 inches. Of the 18 inches, the number of hammer blows required to
achieve 6 inches of penetration is recorded for three consecutive segments. The sum of the blow
counts for the second and third 6-inch segment is termed the Standard Penetration Test (SPT)
resistance, or N-value. The N-values presented on the Boring Logs and Boring Snapshot are the
actual, field-recorded blow counts and do not include correction factors for hammer energy or
overburden soil pressures.
The soil samples obtained during the drilling operations were placed in labeled containers and
transported to our laboratory where they were visually-manually classified in general accordance with
ASTM D2488 and logged by Stewart’s geotechnical engineering staff. The Boring Logs are included in
Appendix B of this report. The soil samples will be stored for two months before discarding.
3.2 Subsurface Conditions
The following is a subsurface description of a generalized nature, provided to highlight the major soil
strata encountered. The stratification of the subsurface materials illustrated on the Boring Logs and
Boring Snapshot represent the conditions at the actual test locations; therefore, variations should be
expected between borings. Stratigraphy boundaries only represent the approximate depth/elevation of
a noticed material change but the transition between material types is typically gradual. The soil types
are based on the Unified Soil Classification System (USCS).
Please note that the ground surface elevations in this report, including the logs and other illustrations
in the appendices, were interpolated from the USGS topography and therefore should be considered
approximate. If greater elevation accuracy is necessary, the boreholes should be surveyed by a
professional land surveyor.
3.2.1 Ground Cover
The new building site is located within an existing truck wash station, which according to boring B-1, is
paved with 6 inches of concrete and underlain by 6 inches of stone base. The areas of borings B-2 and B-
3 are topped with a thin veneer of topsoil with depths of approximate 1 to 2 inches. Please note the term
topsoil is used to describe the organic-laden surficial material as mentioned above. No organic or nutrient
testing was performed for this exploration; therefore, the topsoil should not be assumed capable of
establishing or maintaining vegetation of any kind.
CoD Solid Waste Management Truck Wash Building – Durham, North Carolina Page 4
3.2.2 Fill
Fill soils were encountered in borings B-2 and B-3. The thickness of the fill is approximate 3 feet in
boring B-2, which consists of medium dense Clayey SAND (SC). This fill appears to be associated with
past grading of the site. The N-value of 11 blows per foot (bpf) indicates a moderately compacted fill
layer.
The fill material in boring B-3 consists of approximately 3 feet of loose, relatively clean Clayey SAND
(SC) directly below the topsoil. This SC soil appears to be a cap over waste material (cinders, asphalt,
glass, etc.) that was encountered to a depth of approximately 9½ feet below the existing grade. The
waste layer is underlain by soft lean CLAY (CL) that extends to the termination depth of the boring at
15 feet. The N-values within the fill material range from 0 (W.O.H.) to 6 bpf, indicating an
uncompacted to poorly compacted fill layer.
3.2.3 Residuum
Triassic residual soils, which are the product of in-place physical and/or chemical weathering of the
parent bedrock, were encountered in borings B-1 and B-2. This material is present below the stone
base and fill. The residuum encountered was medium dense silty SAND (SM) and very stiff to hard
Sandy SILT (ML), with N-Values ranging from 17 to 59 bpf.
3.2.4 Weathered Rock
Weathered rock (WR) is a transitional geomaterial between the parent rock and soil. Weathered rock
is identified by SPT N-values of 50 blows per 6 inches or less of penetration. Weathered rock was
encountered in borings B-1 and B-2 at depths of approximately 9 feet and 7 feet below the current
grade, respectively. The weathered rock was classified as Triassic siltstone, which was sampled as
Sandy SILT (ML).
3.2.5 Groundwater
Perched groundwater was encountered at boring B-3 during drilling, at the depth of 8 feet below the
current ground surface. This condition is likely the result of water that has infiltrated into the debris fill
and become trapped, rather than true groundwater. All three boring holes were backfilled immediately
after drilling for public safety.
The groundwater conditions represent the conditions at the time of the exploration. Fluctuations in
groundwater levels are common and should be expected. Common factors that influence groundwater
levels include, but are not limited to, soil stratification, climate/weather, nearby bodies of water
(lakes, ponds, etc.), underground springs, streams, rivers and surface water discharge. At the onset,
as well as continually throughout the construction process, the contractor should monitor groundwater
levels if determined to be detrimental to the project. Management of groundwater can significantly
impact construction procedures/practices, schedules and project budgets.
CoD Solid Waste Management Truck Wash Building – Durham, North Carolina Page 5
4 ENGINEERING ASSESSMENT AND RECOMMENDATIONS
4.1 Site Preparation
4.1.1 Building Area
All topsoil, pavement, vegetation, topsoil/root mat and any other unsatisfactory or deleterious
materials should be removed to a lateral distance of at least 5 feet beyond the limits of new
construction. Such material should be considered unsuitable for reuse as structural fill. Old utilities
should be removed and their trenches backfilled with compacted structure soil.
Areas of the site to receive fill or directly support new construction should be proofrolled with a
tandem-axle dump truck weighing between 15 and 20 tons. Proofrolling should occur prior to fill
placement or after reaching final grade in cut areas, but must be in the presence of Stewart so that
recommendations can be provided for areas that rut, pump, or deflect excessively. Proofrolling should
not be performed on frozen or excessively wet subgrades.
The onsite soil may become unstable in the presence of excess moisture (water) and construction
traffic loading. Therefore proper site drainage should be maintained during earthwork operations. If
not, the accumulation of water could result in construction delays. Common approaches to reduce wet
weather delays include grading the area so that surface water flows away from the excavation, sealing
exposed soil surface with a smooth-drum roller prior to precipitation events, and forming temporary
ditches, swales, berms or other surface water diversion features. We also recommend limiting
construction traffic during and after wet weather.
4.1.2 Pond Area
The materials encountered in the upper 9½ feet of boring B-3 (pond area) are not conducive to
constructing a stormwater pond. The material is very soft, debris-laden and saturated with perched
groundwater. Pond construction will require removal of these unsuitable materials and backfilling with
quality backfill material and possibly a clay liner or other impermeable membrane. All material
removed from the pond excavation should be wasted off of the project site.
4.2 Fill Selection and Compaction
Any material utilized as structural fill should not contain rocks greater than 3 inches in diameter or
greater than 30% retained on the ¾-inch sieve. Structural fill material should not contain more than
3% (by weight) of organic matter or other deleterious material. Structural fill should possess a
Maximum Dry Density (MDD) of 95 pounds per cubic foot (pcf) or greater as determined by the
Standard Proctor Compaction Test (ASTM D698).
We recommend that the Plasticity Index (PI) for structural fill soil placed in the upper 3 feet of the
finished subgrade be less than 25 and the Liquid Limit (LL) less than 50, as determined by Atterberg
Limit testing (ASTM D4318). The onsite ML, SC and SM soils should meet these criteria.
The water content of the structural fill should be maintained within ±3% of the material’s optimum water
content as determined by the Standard Proctor Compaction Test (ASTM D698); however, slight deviation
from this can sometimes be tolerated depending on the grading plan and type of material being placed.
Such deviation should be considered by the engineer representing the owner’s/contractor’s material
testing firm.
CoD Solid Waste Management Truck Wash Building – Durham, North Carolina Page 6
When using large, ride-on compactors, fill should be placed in loose lifts measuring 8 to 10-inch thick.
Lifts should be thinned to 6 inches when using smaller, Rammax-type compactors and 4 inches for sled
and jumping-jack tampers. Structural fill should be compacted to 95 percent of the soil’s maximum dry
density as determined by ASTM D698, except for the upper 12 inches of the finished subgrade which
should be compacted to 98 percent of the same standard.
It is recommended that the placement and compaction of structural fill be monitored by an engineering
technician from Stewart working under the direction of a Geotechnical Engineer. Field compaction testing
should be performed in accordance with ASTM D1556 (Sand Cone Method), ASTM D2167 (Rubber Balloon
Method), ASTM D2937 (Drive Cylinder Method), or ASTM 6938 (Nuclear Method).
4.3 Foundations
4.3.1 Design
Following the implementation of the site preparation recommendations discussed in Section 4.1 and 4.2
of this report, the use of conventional spread footings is considered appropriate for the proposed truck
wash building. In designing the foundations for the building, we recommend the design parameters
provided in the Table 1.
Table 1: Foundation Design Parameters
Parameter Value
Net Allowable Bearing Capacity, psf 4,000
Minimum Bearing Depth, in. 18
Minimum Column Footing Width, in. 42
Estimated Post-Construction Settlement, in.
Total
Differential
Up to 1
Up to ½
Moist Soil Unit Weight, pcf 120
Passive Earth Pressure Coefficient* 3.00
Ultimate Friction Factor (tan δ) 0.35
*We recommend that a safety factor of at least 1.5 be used to determine the
soil’s allowable passive resistance and the soil’s allowable friction.
4.3.2 Construction
It is preferable for spread footing excavations in soil to be performed using a bucket with a flat cutting
edge (no teeth) to reduce disturbance of the exposed bearing soil. Regardless, footing bottoms in soil
should be tamped with a jumping-jack or sled compactor prior to the foundation inspection and
placement of reinforcing steel. Footings should be clean of loose material and debris and protected
from disturbance. This includes protection from surface water run-off and freezing. If water is allowed
to accumulate within a footing excavation and soften the bearing soils, or if the bearing soils are
allowed to freeze, the deficient soils should be removed from the excavation and rechecked by the
Owner’s testing agency prior to concrete placement. When concrete cannot be placed immediately, we
recommend placing a mud-mat to protect the bearing soil.
CoD Solid Waste Management Truck Wash Building – Durham, North Carolina Page 7
Foundation bearing materials should be checked by Stewart during construction to verify satisfactory
bearing conditions (i.e. materials and strength). For soil-supported footings, a qualitative assessment
should be performed by Stewart throughout the foundation excavations using a ½-inch diameter, T-
handled probe rod. Probing should be supplemented by strategically-placed hand auger borings and
Dynamic Cone Penetrometer (DCP) testing for quantitative evaluation. Such testing should be
performed in accordance with ASTM STP-399 and completed prior to stone, steel, or concrete
placement. Unsuitable soil detected during this evaluation should be addressed as directed by Stewart.
4.4 Slab-On-Grade Recommendations
4.4.1 Design
In designing the slab-on-grade for office, storage, or other areas that will not be subjected to wheel-
loading, we recommend a minimum 4-inch base layer of washed No. 57 stone to provide uniform
support and to provide a capillary break. We recommend the installation of a vapor barrier as a
measure of protection against water vapor intrusion. Even when groundwater is deep, water vapor
transmission through the slab could damage flooring and/or cause elevated moisture levels within the
structure. We recommend considering the use of a vapor barrier meeting ASTM E1745, which should
be installed per the ACI guidelines (ACI 302.2R) and ASTM E1643.
The design of the concrete slab-on-grade should be based on Westergaard’s modulus of subgrade
reaction (k). Based on the soil conditions encountered at the site and the above-mentioned sub-slab
stone layer, we recommend using an effective value (kef) of 120 pci for slab design. However, if the
floor slab will be heavily loaded or the design is otherwise sensitive to k, we recommend performing
plate load testing in accordance with ASTM D1196 to allow site-specific refinement of the design k-
value.
It is important to point out that cracking of concrete is normal and should be expected. Proper
jointing of slabs is paramount in the control of cracking. The American Concrete Institute (ACI)
recommends a maximum panel size (in feet) equal to approximately three times the thickness of the
slab (in inches) in both directions. Controlling the water-cement ratio of the concrete, particularly after
batching, and including fiber reinforcement in the mix can also help reduce shrinkage cracking.
4.4.2 Construction
The slab support soil should be compacted and then evaluated by Stewart to identify any remaining
weak or excessively unstable areas that require further repair. This is typically accomplished by
proofrolling with heavy, rubber-tired equipment such as a tandem-axle dump truck. In confined areas
that cannot be proofrolled with a dump truck, use of smaller rubber tire equipment, probing, and/or
DCP testing should be considered.
4.5 Seismic Design Considerations
Per the 2012 N.C. State Building Code, the design of a structure must consider dynamic forces
resulting from seismic events, regardless of their likelihood of occurrence. As part of a generalized
procedure to estimate seismic forces, the code assigns a Seismic Site Classification (letter designation
of Class A through F) based on the subgrade soil/rock conditions within the upper 100 feet of the
ground surface at the subject site. Based on our review of the SPT N-values and assumed FFE, we
recommend designing for a Seismic Site Class “C”.
CoD Solid Waste Management Truck Wash Building – Durham, North Carolina Page 8
The following bulleted items briefly discuss our qualitative assessments of the other seismic-related
issues. Detailed quantitative analyses for these items were not included in our Scope of Work and are not
considered necessary at this time given the development plans and the subsurface conditions
encountered.
Liquefaction Hazard – Risk level is low – The soils encountered were of sufficient fines
content and/or density to render them not readily liquefiable during the design
earthquake.
Slope Stability – Risk level is low - Based on the grading plan, neither tall nor overly
steep cut/fill slopes are planned for construction.
Surface Rupture – Risk is low – No active faults underlie the site.
4.6 Rigid Pavement
The truck wash area will include a rigid (concrete) pavement for the building floor. Using AASHTO design
methodology for rigid pavement, we recommend a minimum concrete thickness of 9½ inches to support
an average of 70 trucks per day over a design life of 30 years. The concrete pavement should be
supported by at least 6 inches of ABC stone, compacted to 95% of the material’s maximum dry density as
determined by AASHTO T180, underlain by a stable, non-yielding subgrade.
The concrete used for paving should be specified according to its modulus of rupture. We recommend a
minimum modulus of rupture of 650 psi, as determined by third-point load testing (AASHTO T97 or ASTM
C78). The contractor’s concrete submittal should include the modulus of rupture test data as well as
compressive strength test data. For the purpose of acceptance testing, the mix’s compressive strength
may be verified via test cylinders. For exposure durability, the concrete pavement should be air-
entrained. Air-entrainment is governed by aggregate size and exposure level, which is outlined in Section
4.3 of ACI 330.
Cracking of concrete is normal and should be expected. Proper jointing practices are paramount in the
control of cracking, particularly their location and the time at which they are installed. Concrete
pavements should be jointed according to ACI 330 Section 3.7. Use of welded wire fabric in the concrete
pavement section should also be considered to help reduce cracking caused by initial concrete shrinkage
and long-term thermal expansion and contraction. Joint reinforcing shall be sized and detailed by the
project’s civil engineer.
SIT
E
©2017: All docum
ents including com
puter files and draw
ings
prepared by Stew
art are instrum
ents of professional service
intended for one-tim
e use. They are subject to copyright and
other property right law
s and shall rem
ain the property of
Stew
art. They are not to be copied, m
odified, or changed in any
manner w
hatsoever nor assigned to a third party w
ithout prior
written perm
ission of Stew
art.
Note: All test locations are approxim
ate (unless otherw
ise
reported) and intended for illustration purposes only.
5400
OLD
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IGH
, NC
2761
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Project N
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Scale: N
TS
Prepared by: CTT
Date: FEB. 2017
Figure N
o.:
A1
B-3
B-1
B-2
©2017: All docum
ents including com
puter files and draw
ings
prepared by Stew
art are instrum
ents of professional service
intended for one-tim
e use. They are subject to copyright and
other property right law
s and shall rem
ain the property of
Stew
art. They are not to be copied, m
odified, or changed in any
manner w
hatsoever nor assigned to a third party w
ithout prior
written perm
ission of Stew
art.
Note: All test locations are approxim
ate (unless otherw
ise
reported) and intended for illustration purposes only.
5400
OLD
PO
OLE
RD
RALE
IGH
, NC
2761
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9
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Project N
o.: F17007.00
Scale: 1IN
=50FT
Prepared by: CTT
Date: FEB. 2017
Figure N
o.:
A2
340
342
344
346
348
350
352
354
356
358
360
362
340
342
344
346
348
350
352
354
356
358
360
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B-1
B-2
B-3
SS1
SS2
SS3
SS4
SS5
SS6
359.5359.0
354.5
351.0
341.2
17
22
24
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50/0.3
50/0.3
SM
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WR
0.51.0
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9.0
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4816
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50/0.3
50/0.3
1
2.5
3.5
5
6
7.5
8.5
10
13.5
15
18.5 18.8
CONCRETE (6 INCHES)STONEBASE (6 INCHES)TRIASSIC RESIDUAL - MEDIUM DENSE, TAN AND BROWN, MOIST, SILTYSAND
STIFF, BROWN, MOIST, SILT
WEATHERED ROCK - TRIASSIC SILTSTONE
BORING TERMINATED
344
DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID)
HAMMER TYPE AUTODRILL RIG CME 550
DATE DRILLED 2/16/17 LOGGED BY C. T. TANG BORING DEPTH 18.8 ft
CAVE-IN 16 ft
GROUND SURFACE EL. 360 ft
TIME OF DRILLING: WL DRYDRILLING CONTRACTOR CAROLINA DRILLING
CAVE-IN FIADAFTER DRILLING: WL FIAD
DE
PT
H (
ft)
TY
PE
ID N
UM
BE
R
ELE
VA
TIO
N (
ft)
FINES CONTENT (%) 10 20 30 40 50 60 70 80 90
SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90
N-V
ALU
E (
bpf)
MA
TE
RIA
L T
YP
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DE
PT
H (
ft)
SP
TB
LOW
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UN
TS
SAMPLE
10 20 30 40 50 60 70 80 90
PL LLWC
MATERIAL DESCRIPTION
WL
/ C
AV
E E
L (f
t)
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.
PAGE 1 OF 1
BORING LOG: B-1
LOCATION DURHAM, NC
PROJECT COD SOLID WASTE MANAGEMENT TRUCK WASH BUILDING
PROJECT NO. F17007.00
CLIENT RND ARCHITECTS PA
SS1
SS2
SS3
SS4
SS5
SS6
359.8
357.0
353.0
341.3
11
59
50/0.4
50/0.3
50/0.3
50/0.2
SC
ML
WR
0.2
3.0
7.0
18.7
247
92138
1936
50/0.4
2550/0.3
50/0.3
50/0.2
1
2.5
3.5
5
6
7.5
8.5
10
13.5
15
18.5 18.7
FILL - MEDIUM DENSE, BROWN AND GRAY, MOIST, CLAYEY SAND, WITHTRACE ROOTS
TRIASSIC RESIDUAL - HARD, BROWN, MOIST, SILT
WEATHERED ROCK - TRIASSIC SILTSTONE
BORING TERMINATED
344.5
DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID)
HAMMER TYPE AUTODRILL RIG CME 550
DATE DRILLED 2/17/17 LOGGED BY C. T. TANG BORING DEPTH 18.7 ft
CAVE-IN 15.5 ft
GROUND SURFACE EL. 360 ft
TIME OF DRILLING: WL DRYDRILLING CONTRACTOR CAROLINA DRILLING
CAVE-IN FIADAFTER DRILLING: WL FIAD
DE
PT
H (
ft)
TY
PE
ID N
UM
BE
R
ELE
VA
TIO
N (
ft)
FINES CONTENT (%) 10 20 30 40 50 60 70 80 90
SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90
N-V
ALU
E (
bpf)
MA
TE
RIA
L T
YP
E
DE
PT
H (
ft)
SP
TB
LOW
CO
UN
TS
SAMPLE
10 20 30 40 50 60 70 80 90
PL LLWC
MATERIAL DESCRIPTION
WL
/ C
AV
E E
L (f
t)
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.
PAGE 1 OF 1
BORING LOG: B-2
LOCATION DURHAM, NC
PROJECT COD SOLID WASTE MANAGEMENT TRUCK WASH BUILDING
PROJECT NO. F17007.00
CLIENT RND ARCHITECTS PA
SS1
SS2
SS3
SS4
SS5
354.9
352.0
345.5
340.0
6
4
4
WOH
3
SC
CL
0.1
3.0
9.5
15.0
233
122
1WOH
4
11
WOH
WOH12
1
2.5
3.5
5
6
7.5
8.5
10
13.5
15
FILL - LOOSE, BROWN AND GRAY, WET, CLAYEY SAND, WITH TRACEGLASS
FILL - LOOSE, BLACK, ASPHALT, CINDERS AND GLASS FRAGMENTS
FILL - SOFT, GRAY AND BROWN, WET TO SATRUATED, LEAN CLAY
BORING TERMINATED
347
DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID)
HAMMER TYPE AUTODRILL RIG CME 550
DATE DRILLED 2/16/17 LOGGED BY C. T. TANG BORING DEPTH 15 ft
CAVE-IN NR
GROUND SURFACE EL. 355 ft
TIME OF DRILLING: WL 8.0 ftDRILLING CONTRACTOR CAROLINA DRILLING
CAVE-IN FIADAFTER DRILLING: WL FIAD
DE
PT
H (
ft)
TY
PE
ID N
UM
BE
R
ELE
VA
TIO
N (
ft)
FINES CONTENT (%) 10 20 30 40 50 60 70 80 90
SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90
N-V
ALU
E (
bpf)
MA
TE
RIA
L T
YP
E
DE
PT
H (
ft)
SP
TB
LOW
CO
UN
TS
SAMPLE
10 20 30 40 50 60 70 80 90
PL LLWC
MATERIAL DESCRIPTION
WL
/ C
AV
E E
L (f
t)
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.
PAGE 1 OF 1
BORING LOG: B-3
LOCATION DURHAM, NC
PROJECT COD SOLID WASTE MANAGEMENT TRUCK WASH BUILDING
PROJECT NO. F17007.00
CLIENT RND ARCHITECTS PA
B-1 360 18.8 DRY FIAD 9 351
B-2 360 18.7 DRY FIAD 7 353
B-3 355 15 8.0 347 FIAD
Note: Blank cells indicate not encountered or not measured/recorded. Refer to the individual boring log and report for additional details
BoreholeID
GroundSurface El.
(ft)
BoringDepth
(ft)Depth
(ft)Depth
(ft)El.(ft)
Weathered RockEl.(ft)
El.(ft)
Depth(ft)
Time of Drilling GWEl.(ft)
Auger Refusal
BORING SUMMARY TABLEPAGE 1 OF 1
After Drilling GWDepth
(ft)
LOCATION DURHAM, NC
PROJECT COD SOLID WASTE MANAGEMENT TRUCK WASH BUILDING
PROJECT NO. F17007.00
CLIENT RND ARCHITECTS PA
PROJECT NUMBER: F17007.00
PEAT
PLASTIC
ITY I
ND
EX (
%)
CH
Cu>6 AND 1<Cc<3
Cu>6 AND 1>Cc>3
ORGANIC
GRAVELS WITH FINES>12% FINES
CRITERIA FOR ASSIGNING SOIL GROUP NAMESMATERIALTYPES
CO
ARSE-G
RAIN
ED
SO
ILS
>50%
RETAIN
ED
ON
NO
. 200 S
IEVE
GROUPSYMBOL
WELL-GRADED GRAVEL
POORLY-GRADED GRAVEL
SILTY GRAVEL
CLAYEY GRAVEL
WELL-GRADED SAND
POORLY-GRADED SAND
SILTY SAND
CLAYEY SAND
LOW PLASTICITY (LEAN) CLAY
LOW PLASTICITY SILT
ORGANIC CLAY OR SILT
HIGH PLASTICITY (FAT) CLAY
HIGH ELASTICITY SILT
ORGANIC CLAY OR SILT
UNIFIED SOIL CLASSIFICATION (ASTM D-2487)
LEGEND TO SOILDESCRIPTIONS
SANDS
PT
FIN
E-G
RAIN
ED
SO
ILS
>50%
PASSES
NO
. 200 S
IEVE
SILTS AND CLAYS
LIQUID LIMIT>50
GW
GP
GM
GC
SW
SP
SM
SC
CL
ML
OL
CH
MH
OH
SOIL GROUP NAMES & LEGEND
SILTS AND CLAYS
LIQUID LIMIT<50
>50% OF COARSEFRACTION PASSESON NO 4. SIEVE
>50% OF COARSEFRACTION RETAINED
ON NO 4. SIEVE
GRAVELS
PENETRATION RESISTANCE
SANDS AND FINES>12% FINES
CLEAN SANDS<5% FINES
CLEAN GRAVELS<5% FINES
OH & MH"A
" LIN
E
CL-ML ML & OL
FINES CLASSIFY AS ML OR CL
FINES CLASSIFY AS CL OR CH
0 10 20 30 40 50 60 70 80 90 100 110 1200
10
20
30
40
50
60
70
80
MATERIAL TYPES ENCOUNTERED ONSITE
PLASTICITY CHART
LIQUID LIMIT (%)
FINES CLASSIFY AS ML OR CL
FINES CLASSIFY AS CL OR CH
PI>7 AND PLOTS>"A" LINE
PI>4 AND PLOTS<"A" LINE
LL (oven dried)/LL (not dried)<0.75
PI PLOTS >"A" LINE
PI PLOTS <"A" LINE
LL (oven dried)/LL (not dried)<0.75
Cu>4 AND 1<Cc<3
Cu>4 AND 1>Cc>3
PRIMARILY ORGANIC MATTER, DARK IN COLOR, AND ORGANIC ODOR
INORGANIC
ORGANIC
INORGANIC
HIGHLY ORGANIC SOILS
CL
Concrete Fill
Fill - Lean Clay (CL) Fill - Clayey Sand (SC)
Silt (ML) Silty Sand (SM)
Poorly-Graded Sand (SP) Topsoil / Organic Layer
Weathered Rock
* NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCHO.D. (1-3/8 INCH I.D.) SPLIT-BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCHDRIVE (ASTM-1586 STANDARD PENETRATION TEST).
SAMPLE TYPES
DRY
MOIST
WET
SAT
TRACE
FEW
LITTLE
SOME
ADDITIONAL ABBREVIATIONS, TERMS, & SYMBOLS
Split Spoon
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
WATER LEVEL AT TIME OF DRILLING
REQUIRES WETTING TO REACH OPTIMUM
AT OR NEAR OPTIMUM
REQUIRES DRYING TO REACH OPTIMUM
SATURATED, NEARLY LIQUID
< 5%
5 - 10%
15 - 25%
30 - 45%
WATER LEVEL AFTER DRILLING(EG. 12 HR, 24 HR, EOD, ETC.)CAVE-IN LEVEL(AT LAST WL READING)
UNDRAINED SHEAR
STRENGTH (KSF)
0 - 0.25
0.26 - 0.50
0.51 - 1.0
1.1 - 2.0
2.1 - 4.0
> 4.0
< 3
3 - 4
5 - 8
9 - 15
16 - 30
>30
VERY SOFT
SOFT
MEDIUM STIFF (FIRM)
STIFF
VERY STIFF
HARD
CONSISTENCY BLOWS/FOOT*
SILT & CLAY
(RECORDED AS BLOWS PER 6 IN.)
SAND & GRAVEL
BLOWS/FOOT*RELATIVE DENSITY
VERY LOOSE
LOOSE
MEDIUM DENSE
DENSE
VERY DENSE
< 4
4 - 9
10 - 30
31 - 50
> 50
STANDARD PENETRATION TEST
BLOWS PER FOOT
PLASTIC LIMIT
LIQUID LIMIT
MOISTURE CONTENT
SPLIT SPOON
AUGER PROBE
WATER LEVEL
UNIFIED SOIL CLASSIFICATION SYSTEM
WEIGHT OF HAMMER
WEIGHT OF RODS
FILLED IMMEDIATELY AFTER DRILLING
END OF DAY
SPT
BPF
PL
LL
MC
SS
AP
WL
USCS
WOH
WOR
FIAD
EOD