20080793 Ver 1_More Info Received_20081008

Subject: [Fwd: BREMCO Geotech Report]
From: Sue Homewood <[e-mail]>
Date: Mon, 13 Oct 2008 11:22:14 -0400
To: Bev Strickland <Bev. Strickland@ ncmail.net>
CC: Ian McMillan <[e-mail]>
for file 08-0793, Ian was copied but just in case he didn't forward to you for the file.
-------- Original Message--------
Subject:BREMCO Geotech Report
Date:Tue, 7 Oct 2008 08:36:58 -0400
From:Miles Wright <[e-mail]>
Reply-To:<rnilesawri [e-mail]>
Organization:Wright & Associates
To:'Sue Homewood' <Sue.flomewood@ncmail. net>
CC:'Ian McMillan' <ian.mcmiIlan @ncmail.net>
Sue,
Attached is the Geotech Report for
BREMCO. I forgot to include it in the
Package that you should get today.
Thanks
Miles A. Wright, PE
Wright & Associates
4190 Hwy 16 South
Newton, NC 28658
[phone] (Voice)
[phone] (Fax)
iiiiies@wri�litaiidzissociates.us
Sue Homewood
NC DENR Winston-Salem Regional Office
Division of Water Quality
585 Waughtown Street
Winston-Salem, NC 27107
Voice: [phone]
FAX: [phone]
D00042208.1)df Content -Type: application/pdf
Content -Encoding: base64

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REPORT OF GEOTECHNICAL INVESTIGATON
PROPOSED BREMCO DISTRICT OFFICE
WEST JEFFERSON, NORTH CAROLINA...
Prepared For
Mr. Ernest Sills
CBSA ARCHITECTS
2262 ND Street NW
Hickory, North Carolina 28602
Prepared By.
UNIFOUR ENGINEERING & TESTING LABORATORIES, P.C.
PO Box 2067
Hickory, North Carolina 28603
Unifour Job Number: 3286
February 25, 2008
@?? ??'ESS10
SEAL
19385
Bobby L. Barnes, PE O`
Principal Engineer
L.
Unifour

R. David Mursch, P.E.
Senior Engineer
20191st Avenue SW • Hickory, North Carolina 28601 -Engineering & Testing Laboratories PL
P.O. Box 2067 • Hickory, NC 28603 • (P) 828.256.3000 (F) 828.256.6921 i
Report of Geotechnical Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina page i
TABLE OF CONTENTS
1.0 INTRODUCTION ...........................................................................................1
2.0 SCOPE OF SERVICES ................................................................................1
3.0 SITE AND SUBSURFACE SOIL CONDITIONS ........................................... 3
4.0 GEOTECHNICAL RECOMMENDATIONS ................................................... 4
4.1 Foundation Design Recommendations ........................................................ 4
4.2 Seismic Design Recommendations .............................................................. 5
4.3 Foundation Inspection .................................................................................. 6
4.4 Floor Slab Recommendations ...................................................................... 7
4.5 Lateral Earth Pressures ................................................................................ 9
4.6 Site Preparation and Grading ..................................................................... 11
4.7 Pavement ................................................................................................... 12
5.0 FOLLOW-UP SERVICES ...........................................................................17
CLOSURE .............................................................................................................18
FIGURES
Figure 1: Site Location Map
Figure 2: Boring Location Plan
TEST BORING RECORDS
Report of Geotechnical Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina page 1
1.0 INTRODUCTION
UNIFOUR ENGINEERING & TESTING LABORATORIES, P.C. (Unifour) has
completed a geotechnical investigation for the proposed new BREMCO district
office on Highway 163 in West Jefferson, North Carolina. The approximate site
location is shown in Figure 1 and a plan showing the test boring locations is shown
in Figure 2. This report summarizes our understanding of the project, the scope of
our services, the data obtained in our explorations and our evaluation and
recommendations.
General information provided to Unifour indicates that the new facility will include a
two-story office building and a high-wall warehouse building, constructed with
conventional or metal framing and a slab on grade. Structural loads are not
available to Unifour at this time; for purposes of this report we have assumed that
total (unfactored) foundation loads could be on the order of 100 kips for columns
and up to 3 kips per lineal foot for continuous footings.
The findings and recommendations presented in this report are based on facts,
conditions, and circumstances known to us at the time of our services and on the
project information summarized above. If this information is incorrect or is changed
significantly, Unifour should be contacted so that we may review our evaluation and
recommendations.
2.0 SCOPE OF SERVICES
The purpose of the geotechnical exploration was to characterize the site's
subsurface conditions and to develop recommendations for geotechnical aspects of
the foundation design and construction. Our scope of work included observing the
site's surface conditions, drilling soil test borings, evaluating the boring data and
preparing this engineering report.
Report of Geotechnical Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina page 2
Ten soil test borings were drilled at locations designated by CBSA Architects
(Figure 2). The borings were advanced to depths of 20 to 36 feet below ground
surface (bgs) using hollow-stemmed augers. At .regular depth intervals in each
boring, the soils were sampled and tested using the Standard Penetration Test
(SPT) procedure as described in ASTM Method D-1586. In this test a standard 2-
inch diameter split barrel sampler is driven into the soil with blows of a 140-pound
hammer failing 30 inches. The number of hammer blows required to drive the
sample barrel 12 inches, after seating 6 inches, is designated the Standard
Penetration Resistance, or 'N-value', in units of blows per foot (bpf); this value can
be correlated to soil density and strength when properly evaluated.
The depth to groundwater in each boring was checked at the completion of the field
exploration and the boreholes were then backfilled with auger cuttings from the
boreholes.
A geotechnical engineer examined the soil samples recovered from the split-barrel
sampler and an estimated Unified Soil Classification System (USCS) designation
was assigned to each soil type encountered. The attached Test Boring Reports
show the soil descriptions, estimated USCS designations, soil penetration test
results, and other pertinent information recorded during the drilling. The subsurface
stratification as shown on the boring logs represents general soil conditions present
in each actual borehole, and conditions may vary between the boring locations.
Lines of demarcation shown on the logs represent the approximate boundary
between soil types but transitions may be gradual.
Soil samples collected in the field are generally kept for 60 days and then discarded
unless we are otherwise notified.
Report of Geotechnica/ Investigation February 25, 2008
New BREMCO Distnct Office, West Jefferson, North Carolina page 3
3.0 SITE AND SUBSURFACE SOIL CONDITIONS
The proposed new district office is located on along the north side of Highway 163
east of West Jefferson, North Carolina. Most of the property is presently used by
BREMCO as a lay-down yard for poles and equipment; this portion of the site has
previously been graded by cutting a hillside at the northeastern corner of the
property and filling the center and southwestern portions of the site with the cut soil.
As a result of the grading, this part of the site is relatively flat-lying; it is surfaced
with fill soil or gravel with little or no vegetation. The northern end of the proposed
new facility will be located on newly-acquired property to the north of the existing
lay-down yard; this part of the site is presently a grass-surfaced hillside that is
presently being used to pasture cattle.
The grading fill that was previously placed in the lay-down yard was apparently not
controlled or tested during its placement; however two in-place density tests were
performed by Unifour in the fill when BREMCO acquired the property in 2004. An
initial test was performed on May 4, 2004; this test was 4 feet bgs at a location 75
feet north of Highway 163 and had a low relative compaction of 82.6% of the soil's
Standard Proctor maximum dry density as determined by ASTM Method D-698
(mdd). The second test was performed on May 6, 2004, after the contractor had
reportedly removed and replaced the fill; this test, which was performed near the
location of the first test, had a relative compaction of 95.7 % of mdd.
The ten test borings drilled for this investigation generally encountered loose to firm
residual soil consisting predominantly of red or brown and silty sand. In the
southern graded part of the site, the borings also encountered an upper layer of fill
comprised of clean silty sand and sandy silt to depths up to 9 feet bgs. The fill and
residual soil generally had assigned USCS classifications of ML and SM. The
residual material beneath the fill generally exhibits a relict rock structure remaining
from the in-place decomposition of the parent bedrock. The N-values obtained in
Repoli of Geotechnical Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina page 4
the SPT testing ranged from 7 to 10 bpf in the fill soil and from 3 to 44 bpf in the
residual soil, with most values in the range of 8 to 20 bpf.
At boring location B-8 and supplemental boring, designated as B-8A, was drilled to
determine the depth to rock for seismic site classification purposes. This boring
encountered very firm to dense residual silty sand below 25 feet bgs, and this
material extended to the apparent top of rock (based on refusal to the drilling
augers) at a depth of 36 feet bgs.
Groundwater was measured at depths of 11 to 19.5 feet bgs at the time of the
drilling.
For more detailed information please refer to the appended Test Boring Records.
4.0 GEOTECHNICAL RECOMMENDATIONS
The following geotechnical recommendations are based upon the project
information, site observations and test boring data described in this report.
4.1 Foundation Design Recommendations
In general, the test borings encountered loose to firm residual soil, with up to 9 feet
of loose to firm fill soil at the surface in the southern part of the site. Based on the
loading conditions outlined above in this report and the soil types and penetration
resistance N-values obtained in the borings, Unifour concludes that the soil
conditions are suitable for the support of the proposed new office building and
warehouse on shallow spread or strip foundations, with limitations being necessary
on this suitability due to inconsistencies in the existing fill soils and in shallow
residual materials. Our borings encountered some areas in both shallow residual
soil and previously-placed fill with lower N-values (i.e. less than 7 bpf) that can
restrict direct bearing support capabilities primarily due to compressibility under
load. Low density soils immediately at and below foundation bearing grades can be
Report of Geotechnical Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina page 5
improved most directly by localized undercut and replacement as needed.
Delineation of shallow low-density soils needing improvements for direct bearing
support can be performed during construction by means of observation and testing
by one of Unifour's technicians. Procedures for performing localized undercut and
replacement are described below. In lieu of waiting until time of footing
construction to delineate and respond to localized undercut and replacement needs
as encountered, the entire building footprint plus a margin outside of at least 10 feet
could be bladed back by a depth of two feet below bottom of plan footing
elevations, followed by re-compaction of the exposed undercut grade and
replacement of the cut materials as backfill in a controlled, compacted manner. It is
recommended that backfilling for this approach be specified for a compaction of at
least 98% of the maximum dry density determined by ASTM D698 "Standard
Proctor" methods.
Presuming foundation bearing grades are observed, tested and prepared as
needed in a manner described above, the footings may be sized using an assumed
allowable soil bearing pressure not exceeding 2,500 psf based on total unfactored
loads. The foundations should bear at least 24 inches below lowest adjacent final
grade and should have minimum widths of 18 inches for strip footings and 24
inches for individual spread footings, regardless of the soil bearing pressure. The
potential foundation settlements are estimated to be less than 1 inch, with
differential settlements between adjacent column locations not exceeding %i inch.
4.2 Seismic Design Recommendations
The seismic design is covered by the provisions of Chapter 16 of the 2000 Edition
of the International Building Code (IBC) as adopted by North Carolina. The IBC
requires that the stiffness of the top 100-ft of soil profile be evaluated in determining
a site classification.
Report of Geotechnica! Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina page 6
Based on the published studies (1994 and 1997 NEHRP Provisions and
Commentary), the site categories referenced in the IBC are defined in terms of the
average shear wave velocity (VS) in the top 100 ft of the profile. Shear wave
velocities are measured using geophysical methods not normally employed in
geotechnical studies. If the shear wave velocities are not available, geotechnical
parameters such as standard penetration resistance (N) for cohesionless soil layers
and the undrained shear strength (Su) for cohesive soil layers can be utilized. The
alternative geotechnical soil parameters are rather conservative since the
correlation between site amplification and these parameters is more uncertain than
that with V. obtained using geophysical methods.
The scope of exploration requested by the Client to Unifour authorized boring
depths sufficient to provide assessment of site seismic classification under NC
Building Code criteria. The subsurface profile encountered by our borings is
consistent with a predominantly cohesive soil stratigraphy. Through correlation of
N-Values to comparable undrained shear strengths, we were able to assess the
effective overall shear strengths at greater than 2,000 psf over a 100-ft depth
profile. For seismic design purposes, a soil profile of "C- Very dense soil and soft
rock" should be assigned based on default values provided by Table 1615.1.1 of
the 2000 International Building Code with North Carolina Amendments, 2002
Edition.
4.3 Foundation Inspection
The foundation excavations should be observed and tested, using a Dynamic Cone
Penetrometer (DCP) in accordance with ASTM STP-399 to check for possible
localized pockets of soft soil. This testing should be performed under the direction
of a geotechnical engineer, prior to placing reinforcing steel. If loose soil or other
unsuitable conditions are encountered, the geotechnical engineer may recommend
that the material should be undercut to firm material and/or to specific maximum
depths and widths.
Report of Geotechnical Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina page 7
Where undercut excavations are necessary to remove soft material beneath
footings, the excavation should be widened by 0.5 feet on each side for each 1 foot
of undercut depth. The footing may be extended to bear at the bottom of the
undercut excavation, or the excavation may be backfilled to the planned bottom-of-
footing elevation. The backfill material may be concrete, crushed stone, or properly
compacted soil fill. 'If soil fill is used it should be compacted in thin lifts and tested
to verify that the soil is compacted to at least 98% of the soil's maximum dry density
(mdd) as determined in accordance with ASTM D-698.
Rain and other environmental conditions can weaken exposed soil in footing
excavations if they remain open for an extended period. Therefore Unifour
recommends that foundation concrete should be placed the same day that
excavations are prepared if possible. If surface water intrusion or exposure softens
the bearing soils, the softened soils should be removed from the foundation
excavation bottom prior to placement of concrete. If the excavation must remain
open overnight, or if rainfall becomes imminent while the bearing soils are exposed,
Unifour recommends that a 1 to 3-inch thick layer of lean concrete be placed on the
bearing soils before the placement of reinforcing steel.
4.4 Floor Slab Recommendations
For the design and construction of any interior slabs-on-grade for the proposed
structure, we recommend that any soft or unsuitable materials be removed from the
area. The stripped area should be observed by an experienced soil technician
during the time of construction in order to aid in locating all such unsuitable
materials that should be removed. Proof-rolling should be performed at all areas
cut to subgrade elevations and wherever structural fill is to be placed as described
in this report. Where new fill material or backfill of trenches and temporary
excavations are required to reach the design floor slab subgrade elevation, we
Report of Geotechnica/ Investigation February 25, 2008
New BREMCO District Office, West Jefferson, North Carolina page 8
recommend that an approved inorganic soil, free of debris, be used. This material
should be placed in lifts not exceeding 8 inches in loose thickness, moisture
conditioned to within 2 percent of the optimum moisture content, and compacted to
a minimum of 98 percent of the maximum density obtained in accordance with
ASTM Specification D-698, standard Proctor Method.
Existing residual soils that will be cut to grade, as well as structural fill acquired from
on-site borrow and placed beneath slabs, can be expected to have a modulus of
subgrade reaction ranging between 100 and 135 pounds per cubic inch (pci)
depending on the classification of soils exposed at subgrade and the soil's mica
content. Soils having higher percentages of mica will be at the lower end of this
range. Given the potential for significant variability in slab loading (e.g.- open slab
areas with minimal traffic loads adjacent to heavy rack loading), we recommend
that the slab subgrade be designed using at least 8 inches of high-modulus graded
stone. As an alternative, dense quarry sand could be used in place of the stone;
however, dredged sands and/or gravel are not recommended due to the weathering
and rounded grain structure typically found in dredged materials.
The granular layer recommended will facilitate the fine grading of the subgrade and
help prevent the rise of water through the floor slab. Prior to placing the granular
material, the floor subgrade soil should be properly compacted, proofrolled, and
free of standing water, mud, and frozen soil. Before the placement of concrete, a
vapor barrier may be placed on top of the granular material to provide additional
moisture protection. However, special attention should be given to the surface
curing of the slab in order to minimize uneven drying of the slab and associated
cracking.
The grade slabs should be jointed around columns and along footing supported
walls so that the slab and foundations can settle differentially without damage.
Report of Geotechnical Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina page 9
Joints containing dowels or keys may be used in the slabs to permit movement
between adjoining slab sections without cracking or sharp vertical displacements.
4.5 Lateral Earth Pressures
Below grade permanent walls, as well as above grade walls used to retain abrupt
grade changes, must be capable of resisting the lateral earth pressures that will be
imposed on them. No triaxial shear testing was authorized to be performed on soil
samples to assist in the determination of lateral earth pressure coefficients for
design of such walls. Based on testing of reasonably similar soils on other projects,
the following earth pressure coefficients are recommended during design. It will be
necessary to confirm these recommendations with subsequent triaxial testing
during the early stages of construction to verify design parameters.
Walls which will be prevented from rotating, such as basement or tunnel walls
braced against the upper floor level, should be designed to resist the "at-rest"
lateral earth pressure. The at-rest coefficient to be used in design will depend upon
the type of backfill used. If soils similar to the existing residual sandy silts and silty
sands without clay as encountered by our soil borings are used for backfill behind
walls, we recommend that an at-rest coefficient (Ko) of 0.6 be used. If more
granular material such as compacted clean sand is used as backfill, a lower at-rest
coefficient of 0.45 could be used. In order for this lower coefficient to be used, the
soil wedge within an angle of 45 degrees from the base of the wall to about 2 feet
below finish grade should be excavated and replaced with the compacted clean
sand.
Exterior retaining walls which are permitted to rotate at the top may be designed to
resist "active" lateral earth pressures. Typically, a top rotation of about 1 inch per
10 ft height of wall is sufficient to develop active pressure conditions in soils similar
Report of Geotechnical Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina page 10
to those encountered at the site. We recommend that an active earth pressure
coefficient (Ka) of 0.4 be used for design of all such walls free to rotate to the
degree of movement indicated. As with the at-rest condition, a lower active earth
pressure coefficient of 0.30 can be used if compacted clean sand is used in lieu of
on-site residual soils. Similarly, a wedge projecting 45 degrees back from the base
of the wall must be replaced with compacted clean sand in order to use this
coefficient.
The compacted mass unit weight of the backfill soils should be assumed at a total
compacted unit weight, ytotal, of 128 pcf and should be used with the above earth
pressure coefficients to calculate lateral earth pressures. Where saturated soils are
likely, we recommend using a saturated total unit weight, ysat, of 142 pcf. Lateral
pressures arising from surcharge loading, earthquake loading, groundwater and
adjacent static or transient point and line loads should be added to the above soil
earth pressures to determine the total lateral pressures which the wall must resist.
In addition, transient loads imposed on the walls by construction equipment during
backfilling should be taken into consideration during the design and construction.
Excessively heavy grading equipment that could impose temporary excessive
pressures should not be allowed within 5 feet horizontally of the wall.
In order to reduce the possibility of hydrostatic pressure due to ground water, we
recommend that a vertical drain be installed behind any retaining wall. The vertical
drain should have a properly filtered collector pipe at the bottom of the wall to
collect and discharge any water that enters the drain. A pre-fabricated wall drain
system such as Enkadrain or Miradrain would, in our opinion, provide sufficient
drainage behind the walls at this site. The collector pipes at the base of the walls
could drain by gravity to nearby stormwater manholes.
A coefficient of 0.32 can be reasonably assumed for evaluating ultimate frictional
resistance to sliding at the foundation-soil contact. A passive earth pressure
Report of Geotechnical Investigation February 25, 2008
New BREMCO District Office, West Jefferson, North Carolina page 11
coefficient (Kp) can be assumed at 2.5 for evaluating ultimate lateral resistance of
soil against the sides of wall foundations. The passive earth pressures should be
reduced by a minimum factor of safety of 2.5 to reflect "working" values of passive
resistance to limit lateral deformation (significant lateral movement would be
necessary to fully mobilize ultimate passive resistance values).
4.6 Site Preparation and Grading
After rough grading in cut areas and prior to the start of any fill placement in fill
areas, the subgrade should be proof-rolled to check for identifiable pockets of soft
soil or debris. The proof-rolling should include at least two passes of a loaded
tandem-axle dump truck with a gross loaded weight in the range of 20 to 25 tons,
under the observation of a geotechnical engineer or a qualified soil technician
working under the direction of a geotechnical engineer.
While the conditions observed by soil boring exploration did not indicate the
presence of large areas of soft, weakened soils or unsuitable materials, it should be
considered a possibility that pockets of unsuitable soil conditions will be discovered
during stripping efforts and in preparation for fill placement. Any areas that are
observed to rut or deflect excessively under the proof-rolling truck, and that do not
stabilize after repeated passes of the truck, should be undercut to firm soil or re-
compacted as appropriate. As discussed previously, the proposed access existing
surface is largely uncontrolled fill soils. Proofrolling is not expected to be successful
across the entire site once the site is stripped due to the nature of placement and
the variability in soil type and consistency inherent with the existing fill soils.
Therefore, alternative site preparations may be needed along the proposed access
in lieu of general proofrolling once stripping efforts are completed and prior to initial
fill placement.
Report of Geotechnical Investigation February 25, 2008
New BREMCO District Office, West Jefferson, North Carolina page 12
Grading fill in structural or pavement areas, or backfill in areas that are undercut to
remove soft soil, should be placed in lifts with a maximum loose thickness of
8 inches and compacted to at least 95% of the fill soil's maximum dry density
(MDD) as determined by the Standard Proctor Test (ASTM D-698). Backfill soils
within 2 feet vertically of finish grade in pavement areas, or within 2 feet vertically of
footing or slab inverts of structures, should be compacted to at least 98% of
Standard Proctor MDD. The moisture content of the controlled fill should be
maintained within 3 percent above or below the material's optimum moisture
content as determined by the Standard Proctor Test. The fill should be tested
during placement by a qualified technician working under the direction of a
geotechnical engineer. As a general rule, field density tests should be performed at
a frequency of one test for each 5,000 square feet of fill area, per foot of fill; or at
least one test per foot of fill in small fill areas such as backfill of undercut
excavations.
4.7 Pavement
The proposed parking and drive areas associated with the new facility are expected
to trafficked primarily by automobiles and occasional light delivery trucks. Heavy-
duty traffic is expected to be limited principally to construction-related traffic during
development, as well as materials delivery trucks and solid waste management
once the property is completed and ready for operation. Recommendations for
standard duty and heavy duty pavement were developed using a projected traffic
load of 10,000 18-kip Equivalent Single Axle Loads, and a 20 year life. We have
also assumed a coefficient of terminal serviceability equal to 2.5, and that periodic
maintenance will be required. Based on soils types encountered during exploration,
a preliminary CBR value of 4 has been estimated. North Carolina Department of
Transportation design methods have been used to provide these
recommendations.
Report of Geotechnical Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina page 13
If site preparation work and finished graded are accomplished as previously
discussed, the following pavement sections may be utilized:
4.7.1 Flexible Pavement
TABLE 1: ASPHALT PAVEMENT COMPnNFNT THICKNFS.q
LIFE 20 Year 20 Year
PAVEMENT PARKING

COMPONENTS Light Duty Heavy Duty
Sub grade = Engineered Fill 1 18" 24"
Subgrade = Cut Approved Approved
Proofroll Proofroll
Aggregate Base Course (2). 6" 8"
Bituminous Concrete (3) 2" 211
Binder -Type 1-19.0
Bituminous Concrete (3)
Surface, Type S-9.5, SF- 1" 2"
9.5A,B, & S-12.5
(1) Existing, on-site non-plastic soils or Import. (2) Select off-site materials - see
Table 2. (3) See Table 2.
TABLE 2: ASPHALT PAVEMENT COMPONENTS
PAVEMENT COMPONENT GENERAL PERCENT.
SPECIFICATION & COMPACTION SPECIFICATION COMPACTION
Subgrade = Engineered Fill On-Site Non-Plastic
Standard Proctor ASTM D-698 Soils Free of Organics 98%
& Debris
Sub grade = Cut Approved Proofroll
Aggregate Base Course NCDOT

Modified Proctor ASTM D-1557
Section 520 98%
Bituminous Concrete NCDOT

Binder Course - Type 1-19.0
Section 610 95%
Bituminous Concrete

Surface Course - NCDOT 95%

Type S-9.5, SF-9.5A,B, & S-12.5 Section 610
Report of Geotechnical Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina page 14
It should be noted that all pavements require regular maintenance and occasional
repairs to keep in a serviceable condition. In addition, to minimize water infiltration
to the pavement section and within the base course layer resulting in softening of
the subgrade and deterioration of the pavement, we recommend the timely sealing
of joints and cracks in existing paving.
Pavement materials and procedures should conform to the latest edition of the
North Carolina Department of Transportation "Standard Specifications for Highway
Construction". On site soils have not been tested to confirm that the estimated
CBR value equal or greater than a required value of 4 can be achieved in a properly
compacted state. The existing exposed soil, in its current condition, will not be
suitable as exposed subgrade beneath planned pavement areas without proper
conditioning for moisture and in-place density. We recommend that finish subgrade
soils be tested to verify conformance with design criteria. If the CBR is less than 4,
either thicker pavement components will be required, or the subgrade soils should
be stabilized by mixing in crushed aggregate, recycled concrete materials or clayey
soils to improve the CBR value.
4:7.2 Rigid Pavement
In the likely event that rigid pavements will be required at various locations
throughout the site, the following recommendations should be considered. We
recommend that Type I Portland Cement Concrete with a 4000-psi compressive
strength at 28 days be used for the concrete pads and/or aprons. Rigid pavement
requires 24 inches of separation between the bottom surface course and seasonal
high groundwater table. If site preparation work and finished grades are
accomplished as previously discussed, the following minimum rigid pavement
sections may be utilized:
Report of Geotechnical Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina page 15
Td 131 FA - RIGID PAVEMENT COMPONENT THICKNESS
20 YEAR LIFE
PAVEMENT PARKING
COMPONENTS HEAVY DUTY DRIVE AUTOMOBILE
PARKING AREA
Aggregate Base Course 6"
Portland Cement Concrete 2 6" Not Recommended
Sub grade = Engineered Fill 1 24"
Sub grade = Cut 3 Approved Proofroll
(1) Existing, on-site non-plastic soils or Import.
(2) See Table 4.
(3) Not recommended for Alluvial or Highly Plastic soils.
TARLF d- RIGID PAVEMENT COMPONENTS
PAVEMENT COMPACTION
COMPONENTS SPECIFICATION GENERAL SPECIFLCATION
NCDOT Section 520,
Aggregate Base Course Compact to 98% of Modified Proctor
Maximum D Density - ASTM D-1557
Portland Cement Concrete Heavy Duty Drive
Flexural Strength = 550 psi at 28 da s
All Portland cement concrete should be entrained with 5 to 7 percent air, assuming
the mix will have 3/4 to 1 inch maximum size aggregate. Additionally, concrete
slump should be maintained at a 4 inch maximum for hand finished sections, and a
2 inch maximum for machine finished sections per PCA recommendations. Four
test beams should be obtained for each 50 cubic yards of concrete placed, or one
set for each day's placement. These beams should be cast and tested in
accordance with ASTM D-78 at 7 and 28 days.
Proper jointing is critical to keep stresses in the pavement within appropriate limits,
achieve adequate load transfer across joints, and to reduce the potential for
irregular crack formation. Additionally, all traverse joints should be properly
doweled. Final pavement design should be reviewed for structural capacity,
including all reinforcing and doweling requirements. The specifications should
Report of Geotechnicai Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina pane 16
require the paving contractor to submit a detailed joint plan for review and approval
at least two weeks before paving begins.
The pavement joints should be filled with a polyurethane self-leveling sealing
material before the pavement is opened to traffic and as soon as possible after
completion of the curing period as possible. Before sealing, the joint should be
thoroughly cleaned of foreign material and the joint faces should be clean and
surface dry. Expansion joint material should consist of a single component-ready
mix mastic type material approved by ASTM D-1851. We recommend that the
upper 1 inch of expansion joint material be removed and sealed with polyurethane
self-leveling sealing material.
The concrete should be properly cured to protect it against loss of moisture, rapid
temperature changes, and mechanical injury during the first several days. We
suggest a suitable curing compound be applied after concrete has been finished.
All pavements should be sloped to allow for positive drainage.
It is quite likely that the subgrade in all pavement areas will be exposed to weather
extremes and/or construction traffic prior to placement of pavements. In this event,
the upper 12 inches of subgrade soil should be scarified and rolled to achieve a
density of at least 98 percent of its Standard Proctor maximum dry density. If the
subgrade soils become dry prior to placement of the pavements, they should be
moistened to approximately their optimum moisture content and re-compacted to
the above density. In flexible pavement areas, the aggregate base should then be
applied and compacted to at least 100 percent of its standard Proctor maximum dry
density prior to pavement construction. In rigid pavement areas, the subgrade
should be moistened lightly immediately prior to placement of concrete.
Report of Geotechnical Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina page 17
5.0 FOLLOW-UP SERVICES
Our services should not end with the submission of this geotechnical report. Unifour
should be kept involved throughout the design and construction process to maintain
continuity and to verify that our recommendations are properly interpreted and
implemented. To achieve this, we should review project plans and specifications
with the designers to see that our recommendations are fully incorporated. Such
review is beyond the authorized scope of work. We should also be retained to
monitor and test the site preparation and foundation construction.
Site preparation and foundation construction will be a critical aspect of this project.
Our familiarity with the site and with the foundation recommendations will make us
a valuable part of your construction quality assurance team. In addition, a qualified
engineering technician should observe and test all structural concrete, masonry and
steel. Only experienced, qualified persons trained in geotechnical engineering and
familiar with foundation construction should be allowed to monitor and test
foundation installations. Normally, full-time monitoring of the site work and
foundation installation is appropriate. Unifour strongly recommends that such
services be provided under direct contract with the client to prevent conflict of
interest.
Additional quality assurance testing can be provided for the access road. Since
Unifour is familiar with the site and the soil and groundwater conditions that lie
within the proposed access area, we should be retained to give more specific
recommendations once the site design is complete. We strongly urge you to also
retain the use of our engineering technicians to observe and test fill placement
throughout the low-lying areas, to ensure the maximum stability of the roadway is
obtained. They can also test for compaction of the fill, concrete aggregate base
course (CABC), and asphalt placed throughout the site.
Report of Geotechnical Investigation February 25, 2008
New BREMCO District Office; West Jefferson, North Carolina page 18
CLOSURE
This report has been prepared for the exclusive use of CBSA Architects, and their
client BREMCO for the specific application to the project previously discussed. Our
conclusions and recommendations have been rendered using generally accepted
standards of geotechnical engineering practice in the State of North Carolina. No
other warranty is expressed or implied. This company is not responsible for the
conclusions, opinions, or recommendations of others based on these data.
TEST BORING RECORD TERMINOLOGY
The subsurface conditions encountered during drilling are reported on a field test boring record by the
driller. The record contains information concerning the boring method, samples attempted and recovered,
indications of the presence of coarse gravel, cobbles, etc., and observations of groundwater. It also
contains the driller's interpretation of the soil conditions between samples. Therefore, these boring
records contain both factual and interpretive information. The field boring records are kept on file.
After the drilling is completed, the field and project personnel classify the soil and prepared the final boring
records which are used for evaluations and recommendations. The following terms are used on the
records:
RELATIVE DENSITY OF COHESIONLESS SOILS
FROM STANDARD PENETRATION TEST
CONSISTENCY OF COHESIVE SOILS
FROM STANDARD PENETRATION TEST
Very Loose 0-4 BPF Very Soft 0- 1 BPF
Loose 5-10 BPF Soft 2- 4 BPF
Firm 11- 20 BPF Firm 5- 8 BPF
Very Firm 21-30 BPF Stiff 9-15 BPF
Dense 31- 50 BPF Very Stiff 16 - 30 BPF
Very Dense 50+ BPF Hard • 31+ BPF
(BPF = blows per foot, ASTM D-1586)
ESTIMATED RELATIVE MOISTURE CONDITION PARTICLE SIZE IDENTIFICATION
Dry - Under 5% Moisture Boulders Over 6"
Moist - Under optimum compaction moisture content Gravel
Wet - Over optimum compaction moisture content Coarse 6" -1/2"
Very Wet - Saturated or Nearly Saturated Fine 1/2" - 2mm
Sand
Coarse 2mm - 0.6mm
Medium 0.6mm - 0.2mm
Fine 0.2mm - 0.06mm
RELATIVE PROPORTIONS Silt 0.06mm - 0.005mm
Clay Less than 0.005mm
A trace 0-5%
Little 6 - 15%
With 16 - 30%
And 31 - 50%
RELATIVE QUALITY OF ROCK CORES
Very Poor RQD' = 0 - 25%
Poor 25-50%
Fair 50-75%
RELATIVE HARDNESS OF ROCK Good 75-90%
Excellent 90-100%
Very Soft Pieces 1 inch or more in thickness can be
broken by finger pressure; can be scratched
readily by a fingernail. Total length of core recovered
Recovery = Length of core run
Soft May be broken with fingers and gouged with
pick. Total of core pieces over 4" Iona
"ROD = Length of core run
Moderately Moderate blow of hammer required to break
Hard sample.
Hard Hard blow of hammer required to break
sample-
Very Hard Several hard blows of hammer required to
break sample.
UNIFOUR
Un1 our TEST BORING
BORING B-1
PC
i REPORT
es,
Engineering & Testing Lalwrator
PROJECT: New BREMCO District Office, West Jefferson, North Carolina FILE NO.: 3286
CLIENT: CBSA Architects SHEET NO.: 1 of 1
DEPTH TO STANDARD SAMPLING PROTOCOL LOCATION : See Figure 2
GROUNDWATER PENETRATION TEST DEPTH: 20 Feet
DATE TIME H2O DATA sPr OPT ELEVATION : -
2l4 COMP. Caved rfPE: SPn Sp DATE START: 214108
17' WX I.D-: I.Tir DATE FINISH: 214108
2111 1:05 Caved Blows per 6 inch SPT N- HAMMER wr: 140A DRILLER : Richardson
increment value,
13' bpf
HAMMER FALL: 30" - INSPECTOR: R. David Murach
OEM SAMPLE DEPTH
FIELD CLASSIFICATION AND REMARKS
(Fn NO. WTERVAI

FILL: Very firm to loose red-brown to gray-grown
1 9.3 3 - 6 -16 22 micaceous sandy SILT (ML)
5 3.5-5 4-7-3 7
6-7.5 2-2-3 5
10 8.5-10 3-4-5 9
15 13.5-15 6-7-10 17

20 18.5-20 9-13-21 34

Loose gray very micaceous sandy SILT (ML)
with relict rock structure
Very firm to dense gray silty fine SAND (SM)
trace mica, with relict rock structure
Boring terminated at 20 feet
1 25
1 30
35 1 I
Elevation = Feet, mean sea level
mglkg = Milligrams per kilogram
mgll = Milligrams per liter
NM = None measure
SAMPLER IDENTIFICATION
DPT ---DIRECT PUSH
SPT -SPLIT SPOON
T -THIN WALL TUBE
U -UNDISTURBED PISTON
TEST BORING
BORING B-2
ing Laboratories, PC REPORT
strict Office, West Jefferson, North Carolina FILE NO.: 3286
SHEET NO.: 1 of 1
STANDARD SAMPLING PROTOCOL LOCATION : See Figure 2
?TRATION TEST DEPTH: 20 Feet
DATA sPT DPT ELEVATION : -
TYPE: eplt sp DATE START: vism
SIZE I.D.: 1-71r DATE FINISH: 215/08
)or 6 inch SPT N 11AMINER WT: 1400 DRILLER : Richardson
value,
ament
bpf HaMMER FALL: so' INSPECTOR: R. David Mursch
FIELD CLASSIFICATION AND REMARKS
,FILL: Loose red-brown to brown micaceous
5-5 10 sandy SILT (ML), trace crushed stone
3-5 8
5-5 10
5-6 11 Firm gray silty fine SAND (SM), trace mica,
with relict rock structure
5-7 13
1-10 19
Boring terminated at 20 feet
`el SAMPLER IDENTIFICATION
Im DPT -DIRECT PUSH
SPT -SPLIT SPOON
T -THIN WALL TUBE
U -UNDISTURBED PISTON
RI
IT
)lin
3TC
a
IELI
.031
11 ref
wil
loos
wi•
firm
a dar
Tn
Bc
TEST BORING RECORD TERMINOLOGY
The subsurface conditions encountered during drilling are reported on a field test boring record by the
driller. The record contains information concerning the boring method, samples attempted and recovered,
indications of the presence of coarse gravel, cobbles, etc., and observations of groundwater. It also
contains the driller's interpretation of the soil conditions between samples. Therefore, these boring
records contain both factual and interpretive information. The field boring records are kept on file.
After the drilling is completed, the field and project personnel classify the soil and prepared the final boring
records which are used for evaluations and recommendations. The following terms are used on the
records:
RELATIVE DENSITY OF COHESIONLESS SOILS
FROM STANDARD PENETRATION TEST
CONSISTENCY OF COHESIVE SOILS
FROM STANDARD PENETRATION TEST
Very Loose 0- 4 BPF Very Soft 0- 1 BPF
Loose 5-10 BPF Soft 2- 4 BPF
Firm 11- 20 BPF Firm 5- 8 BPF
Very Firm 21-30 BPF Stiff 9-15 BPF
Dense 31- 50 BPF Very Stiff 16 - 30 BPF
Very Dense 50+ BPF Hard 31+ BPF
(BPF = blows per foot, ASTM D-1586)
ESTIMATED RELATIVE MOISTURE CONDITION
Dry - Under 5% Moisture
Moist - Under optimum compaction moisture content
Wet - Over optimum compaction moisture content
Very Wet - Saturated or Nearly Saturated
RELATIVE PROPORTIONS
A trace 0-5%
Little 6-15%
With 16 - 30%
And 31 - 50%
RELATIVE HARDNESS OF ROCK
Very Soft Pieces 1 inch or more in thickness can be
broken by finger pressure; can be scratched
readily by a fingernail.
Soft May be broken with fingers and gouged with
pick.
Moderately Moderate blow of hammer required to break
Hard sample.
Hard Hard blow of hammer required to break
sample.
Very Hard Several hard blows of hammer required to
break sample.
PARTICLE SIZE IDENTIFICATION
Boulders Over 6"
Gravel
Coarse 6" -112"
Fine 1/2" - 2mm
Sand
Coarse 2mm - 0.6mm
Medium 0.6mm - 0.2mm
Fine 0.2mm - 0.06mm
Sift 0.06mm - 0.005mm
Clay Less than 0.005mm
RELATIVE QUALITY OF ROCK CORES
Very Poor ROD' = 0 - 25%
Poor 25-50%
Fair 50-75%
Good 75-90%
Excellent 9o-100%
Total length of core recovered
Recovery = Length of core run
Total of core nieces over 4" long
"RQD = Length of core run
UNIFOUR
•

_
_
_ U_ n_ _lfou_r ___
v TEST BORING
BORING B-2
PC
Engineering&TestingLaboratories REPORT
PROJECT: New BREMCO District Office, West Jefferson, North Carolina FILE NO.: 3286
CLIENT: CBSA Architects SHEET NO.: 1 of 1
DEPTH TO STANDARD SAMPLING PROTOCOL LOCATION : See Figure 2
GROUNDWATER PENETRATION TEST DEPTH: 20 Feet
DATE TWE H2O DATA sPi DPT ELEVATION : -
215 COMP. Caved WPE: Bait sp DATE START: 2/5/08
@11- S¢EIM.: 1-71r DATE FINISH: 215/08
2111 12:45 Caved Blows per 6 inch SPT N- HAMMERwT: 14N DRILLER : Richardson
increment value,
11' bpf HAMMER FALL: so- - INSPECTOR: R. David Mursch
DertH satxviF DevTH
tFmn no. mrsnvw FIELD CLASSIFICATION AND REMARKS

1.5 - 3
4 - 5 - 5
10 FILL: Loose red-brown to brown micaceous
sandy SILT (ML), trace crushed. stone

5 3.5-5 3-3-5 8

6-7.5 4-5-5 10

10 8.5-10 5 - 5 - 6 11 Finn gray silty fine SAND (SM), trace mica,
with relict rock structure

15 13.5-15 5-6-7 13

20 18.5-20 7-9-10 19

Boring terminated at 20 feet

25

30

35
Elevation = Feet, mean sea level SAMPLER IDENTIFICATION
mg/kg = Milligrams per kilogram
mg/I = Milligrams per liter
NM = None measure OPT-DIRECT PUSH
SPT--SPLIT SPOON
T -THIN WALL TUBE
U ---UNDISTURBED PISTON
.__.....Vnifour TEST BORING BORING B-1
Engineering & Testing Laboratories, PC REPORT
PROJECT: New BREMCO District Office, West Jefferson, North Carolina FILE NO.: 3286
CLIENT: CBSA Architects SHEET NO.: 1 of 1
DEPTH TO STANDARD SAMPLING PROTOCOL LOCATION : See Figure 2
GROUNDWATER PENETRATION TEST DEPTH: 20 Feet
DATE 71ME M20 DATA sPr OPT ELEVATION : -
2/4 COMP. Caved TYPE: apitsp DATE START: 214/08
1T s¢ELD.: Caro- DATE FINISH: 214108

11
2111 1:05 Caved Blows per 6 inch SPT N- HAMMER WT: 1400 DRILLER : Richardson
Increment value,
IT bpf HAMMER FALL: ao- - INSPECTOR: R. David Mwsch
OEM '""vtE OEM
(Fn No. wreavu FIELD CLASSIFICATION AND REMARKS
(Fn

FILL: Very firm to loose red-brown to gray-brown
1.5 - 3 3 - 6 -16 22 micaceous sandy SILT (ML)

5 3.5-5 4-7-3 7

6-7.5 2-2-3 5

10 8.5-10 3-4-5 9
Loose gray very micaceous sandy SILT (ML)
with relict rock structure

15 13.5-15 6-7-10 17
Very firm to dense gray silty fine SAND (SM)
trace mica, with relict rock structure

20 18.5-20 9-13-21 34 -

Boring terminated at 20 feet

25

30

35
Elevation = Feet, mean sea level SAMPLER IDENTIFICATION
mg/kg = Milligrams per kilogram
mg/1= Milligrams per liter
NM = None measure OPT -DIRECT PUSH
SPT -SPLIT SPOON
T -THIN WALL TUBE
U ----UNDISTURBED PISTON

ni _ OUr TEST BORING
BORING B-3
Engineering & Testing Laboratories, PC REPORT
PROJECT: New BREMCO District Office, West Jefferson, North Carolina FILE NO.: 3266
CLIENT: CBSA Architects SHEET NO.: i of 1
DEPTH TO STANDARD LOCATION : See Figure 2
GROUNDWATER PENETRATION TEST SAMPLING PROTOCOL DEPTH: 25 Feet
DATE TIME H2O DATA sPT OPT ELEVATION : -
217 COMP. Caved TYPE: spit sp DATE START: 217/08
@ 12' s¢E i.D.: 1-7W - - DATE FINISH: 2R/08
Blows per 6 inch SPT N HAMMERwr- 1400 DRILLER : Richardson
increment value,
N0. bpf HAMMER FALL w- INSPECTOR: R. David Mursch
DEPTH saNPLE OEPTTt FIELD CLASSIFICATION AND REMARKS
(Fr) INTERVAL

Firm to stiff brown silty CLAY (CL)
1.5-3 3-3-3 6

5 3.5-5 4-6-7 13

6 - 7.5 2 - 2 - 4 6 Loose red clayey fine SAND (SC)
with relict rock structure
10 8.5-10 3-3-5 8

Very loose gray-brown micaceous sandy SILT (ML)
15 13.5-15 2 -1 - 2 3 with relict rock structure

20 18.5 - 20 6 - 9 -12 21 Very firm brown micaceous sandy SILT (ML)

Dense dark gray silty fine SAND (SM)
25 23.5 - 25 10-17-18 36 Trace mica, relic rock structure

Boring terminated at 25 feet

30

35
Elevation = Feet, mean sea level SAMPLER IDENTIFICATION
mg/kg = Milligrams per kilogram
mg/I = Milligrams per liter
NM = None measure OPT -DIRECT PUSH
SPT -SPLIT SPOON
T -THIN WALL TUBE
U --- UNDISTURBED PISTON
ffibUnifour TEST BORING
BORING B-4
Engineering & _ Testing ting Laboratories, PC REPORT
Engine
PROJECT: New BREMCO District Office, West Jefferson, North Carolina FILE NO.: 3286
CLIENT: CBSA Architects SHEET NO.: 1 of 1
DEPTH TO STANDARD SAMPLING PROTOCOL LOCATION : See Figure 2
GROUNDWATER PENETRATION TEST DEPTH: 20 Feet
DATE nME H2O DATA BPT OPT ELEVATION : -
217 COMP. Caved TYPE "M SP DATE START: 217108
418. SPT N- SM LIX: 1-7W DATE FINISH: 217108
Blows per 6 inch HAMMER Wr: 1400 DRILLER : Richardson
increment value,
bpi "A""MER F"LI-: 30- INSPECTOR: R. David Mursch
DEPTH SAMPLE DEPTH FIELD CLASSIFICATION AND REMARKS
(FT) NO. MTENVAL

Loose red-brown sandy SILT (ML)
1.5 - 3 2 - 2 - 3 5 with relict rock structure

5 3.5-5 3-3-5 8
r

6 - 7.5 3 - 4 - 5 9 Loose gray-brown silty fine SAND (SM)
trace mica, with relict rock structure
10 8.5-10 3-3-5 8

Firm gray sandy SILT (ML)
15 13.5-15 3 - 4 - 7 11 with relict rock structure

20 18.5-20 4-6-8 14

Boring terminated at 20 feet

25

30

35
mean sea level
t
= F
l
ti SAMPLER IDENTIFICATION
,
ee
on
eva
E
mglkg = Milligrams per kilogram
mg/I = Milligrams per liter
NM = None measure DPT -DIRECT PUSH
SPT--SPLIT SPOON
T -THIN WALL TUBE
U --UNDISTURBED PISTON
Unl our TEST BORING
BORING B-5
Engineering & Testing Laboratories, PC REPORT
PROJECT: New BREMCO District Office, West Jefferson, North Carolina FILE NO.: 3286
CLIENT: CBSA Architects SHEET NO.: 1 of 1
DEPTH TO STANDARD SAMPLING PROTOCOL LOCATION : See Figure 2
GROUNDWATER PENETRATION TEST DEPTH: 20 Feet
DATE nME H20 DATA sPT OPT ELEVATION : -
217 COMP. Caved TYPE: VR8P DATE START: 2!7!08
@18' SIZELD.: 1.71V DATE FINISH: 217108

e, HAMMER WT. 140M DRILLER : Richardson
2/11 12:30 Caved Blows per 6 inch SPT value,
Increment
16' bpf HAMMER FALL: ao- - - INSPECTOR: R. David Mursch
°_''" sAMPLE
M ntroEe00" aL FIELD CLASSIFICATION AND REMARKS
(PTl

Loose brown sandy SILT (ML), trace mica
'
1.5-3 2-2-3 5

5 3.5-5 2-3-3 6

6 - 7.5 3 - 4 - 4 7 Loose brown silty fine SAND (SM)
trace mica, with relict rock structure
10 8.5-10 4-4-5 9

Finn gray-brown silty fine SAND (SM)
15 13.5-15 5 - 6 - 9 15 trace mica, with relict rock structure

20 18.5-20 3-5-7 12

Boring terminated at 20 feet

25

30

35
Elevation = Feet, mean sea level SAMPLER IDENTIFICATION
mg/kg = Milligrams per kilogram
mg/I = Milligrams per liter
NM = None measure OPT -DIRECT PUSH
SPT - SPLIT SPOON
T -THIN WALL TUBE
U -UNDISTURBED PISTON
ffiUnifour
__.
_ TEST BORING BORING B-6
EngiEngin
eering
& Testing Laboratories, PC
n REPORT
PROJECT: New BREMCO District Office, West Jefferson, North Carolina FILE NO.: 3286
CLIENT: CBSA Architects SHEET NO.: 1 of 1
DEPTH TO STANDARD SAMPLING PROTOCOL LOCATION : See Figure 2
GROUNDWATER PENETRATION TEST DEPTH: 20 Feet
DATE TIME H2O DATA SPT DPT ELEVATION : -
217 COMP. Caved TYPE: got Sp DATE START: 217108
16' SIZE LD.: 1-7W DATE FINISH: 2R/08
Blows per 6 inch SPT N- HAMMER wr. 1400 DRILLER : Richardson
increment value, 11 bpf HAMMER FALL: W, INSPECTOR: R. David Mursch
DEPTH SAMPLE DEPTH
(FT) No. DrrvtvAl FIELD CLASSIFICATION AND REMARKS
(P

Loose red clayey SILT (ML)
1.5-3 3-4-3 7

5 3.5 - 5 4 - 5 - 5 10 Loose brown silty fine SAND (SM),
trace mica, with relict rock structure

6 - 7.5 4 - 5 - 6 11 Firm gray-brown sandy SILT (ML),
trace mica, with relict rock structure
10 8.5-10 3-5-7 12

15 13.5-15 3 - 4 - 6 10 Loose to firm gray-brown silty fine SAND (SM),
with relict rock structure

20 18.5-20 5-8-8 16

Boring terminated at 20 feet

25

30

35
mean sea level
Elevation = Feet SAMPLER IDENTIFICATION
,
mg/kg = Milligrams per kilogram
mgll = Milligrams per liter
NM = None measure OPT -DIRECT PUSH
SPT--SPLIT SPOON
T ---THIN WALL TUBE
U -UNDISTURBED PISTON
HiUnifour
.._.. •__
.
_.
...
.. TEST BORING BORING B-7
Cngi Engi
neerinring
Laboratories, PC
&
Testing REPORT
PROJECT: New BREMCO District Office, West Jefferson, North Carolina FILE NO.: 3286
CLIENT: CBSA Architects SHEET NO.: 1 of 1
DEPTH TO STANDARD SAMPLING PROTOCOL LOCATION : See Figure 2
GROUNDWATER PENETRATION TEST DEPTH: 20 Feet
DATE TIME H20 DATA SPY DPT ELEVATION : -
215 COMP. Caved TYPE: spit SP DATE START: 215108
16' SIZE I.D.: 1-718° DATE FINISH: 215108
2111 12:40 Caved Blows per 6 inch SPT N- HAMMER WT. 1401 DRILLER : Richardson
increment value,
9.5' tlpf HAMMER FALL: ao- - INSPECTOR: R. David Mursch
DEPTH SAMPLE DEPTH
IFTI NO. INTERVAL FIELD CLASSIFICATION AND REMARKS

Firm to loose tan to gray silty fine SAND (SM)
1.5 - 3 3 - 5 - 6 11 trace mica, with relict rock structure
5 3.5-5 2-3-4 7

6-7.5 3-3-4 7

10 8.5-10 2-2-3 5

15 13.5-15 2-4-5 9

20 18.5-20 4-6-9 15

Boring terminated at 20 feet

25

30

35
Elevation = Feet, mean sea level SAMPLER IDENTIFICATION
mglkg = Milligrams per kilogram
mg/I = Milligrams per liter
NM = None measure DPT-DIRECT PUSH
SPT --SPLIT SPOON
T -THIN WALL TUBE
U -UNDISTURBED PISTON
Uni our TEST BORING
BORING B-8
Engineering & Testing Laboratories, PC REPORT
PROJECT: New BREMCO District Office, West Jefferson, North Carolina FILE NO.: 3286
CLIENT: CBSA Architects SHEET NO.: 1 of 1
DEPTH TO STANDARD LOCATION : See Figure 2
GROUNDWATER PENETRATION TEST SAMPLING PROTOCOL DEPTH: 20 Feet
DATE nME H2O DATA 8PT OPT ELEVATION : -
215 COMP. Caved TYPE: Witsp DATE START: 216/08
15- SIZE I.D.: 1-718^ DATE FINISH: 215108
2111 12:50 Caved Blows per 6 Inch SPT N- HAMMER wr. 1400 DRILLER : Richardson
increment value'
11' bpf HAMMER FALL W' INSPECTOR: R. David Mursch
DEPTH aAMPLE DEPTH
(Fn Fn MO. MO. a. xrM Emrw FIELD CLASSIFICATION AND REMARKS

FILL: Mixed loose gray silty SAND (SM) and
1.5 - 3 3 - 4 - 4 8 loose red clayey SAND (SC)

5 3.5 - 5 3 - 3 - 4 7 Loose brown silty fine SAND (SM), trace mica

6 - 7.5 3 - 4 - 4 8 Loose to firm gray and brown silty fine SAND (SM),
trace mica, with relict rock structure
10 8.5-10 3-5-6 11

15 13.5-15 6-7-8 15

Dense gray silty fine SAND (SM),
20 18.5.20 13 -18 - 22 40 - trace mica, with relict rock structure

Boring terminated at 20 feet

25

30

35
mean sea level
tion = Feet
El SAMPLER IDENTIFICATION
,
eva
mg/kg = Milligrams per kilogram
mg/I = Milligrams per liter
NM = None measure OPT -DIRECT PUSH
SPT -SPLIT SPOON
T-THIN WALL TUBE
U -UNDISTURBED PISTON
UnI our

_.. __ ,._..
...
-
_..
.
_.. TEST BORING
BORING B-8A
Engineeerieerin
g
&
Testing Laboratories,
orator
ies, PC REPORT
PROJECT: New BREMCO District Office, West Jefferson, North Carolina FILE NO.: 3286
CLIENT: CBSA Architects SHEET NO.: 1 of 1
DEPTH TO STANDARD SAMPLING PROTOCOL LOCATION : See Figure 2
GROUNDWATER PENETRATION TEST DEPTH: 36 Feet
DATE TIME H2O DATA sPT DPT ELEVATION : -
2115 COMP. Caved TYPE: spn sp DATE START: 2115108
19.5' WEi.D.: 1-718" DATE FINISH: 2/15/08
Blows per 6 inch val Salue N- HAMMER WT. 14W DRILLER : Richardson
increment ,
bpf HAMMER FALL: W. - INSPECTOR: R. David Mursch
DEPTH SAMPLE DEPTH
(FT) NO. INTERVAL FIELD CLASSIFICATION AND REMARKS

Augered to 23.5 feet without sampling
(see boring 8-8 for soil descriptions)

25 23.5-25 5-9-13 22
Very firm to dense gray micaceous silty fine SAND (SM)
with relict rock structure

30 28.5 - 30 13 - 20 - 20 40

35 33.5 - 35 50151,
Auger refusal on hard rock at 36 feet

Boring terminated at 36 feet

40

45

50

55
Elevation = Feet, mean sea level SAMPLER IDENTIFICATION
mg/kg = Milligrams per kilogram
mg/I = Milligrams per liter
NM = None measure OPT -DIRECT PUSH
SPT --SPLIT SPOON
T--THIN WALL TUBE
U -UNDISTURBED PISTON
ffiUnifour
.,
_..._._..
_..._._...- TEST BORING BORING B-9
aboratorieess, , PC PC
EnginBering $ Testing
ng Laboratories,
REPORT
PROJECT: New BRE
CLIENT: CBSA Ar MCO District Office, West Jefferson, North Carolina
chitects FILE NO.: 3286
SHEET NO.: 1 of 7
DEPTH TO
GROUNDWATER
DATE TIME H2O STANDARD
PENETRATION TEST
DATA SAMPLING PROTOCOL

srT OPT LOCATION : See Figure 2
DEPTH: 20 Feet
ELEVATION : -
215

2111 COMP.

1:00 Caved
13'
Caved

Blows per 6 inch
increment

SPT N
value,
bpi TYPE:
SIZEt.D.:
HAMMER WT.

HAMMER FALL : spit SP
1-Ire-
1400

so- DATE START: 214108
DATE FINISH: 215108
DRILLER : Richardson

INSPECTOR: R. David Mursch
Off" am

?
NO.
SAWLE
No.
t wTTMu
eRV
FIELD CLASSIFICATION AND REMARKS

FILL: Firm red-brown clayey SILT (ML) trace stone
1.5 - 3 5 - 7 - 7 14 and weathered rock fragments
FILL: Loose brown sandy SILT (ML), trace mica,
5 3.5 - 5 2-3-4 7 pockets of topsoil

6 - 7.5 3 - 2 - 4 6 Loose brown and gray micaceous sandy SILT (ML),
with relict rock structure
10 8.5-10 2-3-5 8

Firm to very firm gray micaceous silty fine sand (SM)
15 13.5-15 4 - 5 - 6 11 with relict rock structure

20 18.5.20 8-10-11 21

Boring terminated at 20 feet

25

30

35
mean sea level
n = Feet
El
ti SAMPLER IDENTIFICATION
,
eva
o
mg/kg = Milligrams per kilogram
mgll = Milligrams per liter
NM = None measure DPT-DIRECT PUSH
SPT-SPLIT SPOON
T -THIN WALL TUBE
U -UNDISTURBED PISTON

Unl Our

-
_.._._ TEST BORING

EPORT
BORING B-10
Engineering & Testing Laboratories, PC R
PROJECT: New BREMCO District Office, West Jefferson, North Carolina FILE NO.: 3286
CLIENT: CBSA Architects SHEET NO.: 1 of 1
DEPTH TO STANDARD LOCATION : See Figure 2
GROUNDWATER PENETRATION TEST SAMPLING PROTOCOL DEPTH: 20 Feet
DATE TIME H20 DATA SPT DPT ELEVATION : -
215 COMP. Caved TYPE: arltap DATE START: 215108
11' SZE I.D.: 1-71r DATE FINISH: 215108
2/11 12:55 Caved Blows per 6 inch SPT N- HAMMERwr: 1400 DRILLER : Richardson
increment value,
?? bpf HAMMER FALL: 30" - - INSPECTOR: R. David Mursch
DEPTH SAMPLE oE
(F'n NO. INTERVAL FIELD CLASSIFICATION AND REMARKS
(Fr) NO.

Possible FILL: Loose brown to gray sandy SILT (ML)
1.5-3 3-2-3 5

5 3.5-5 2-3-3 6

6 - 7.5 3 - 4 - 5 9 Loose gray silty fine SAND (SM),
trace mica, with relict rock structure
10 8.5-10 3-4-4 8

15 13.5-15 6 - 8 - 9 17 Firm to very firm gray silty fine SAND (SM)
trace mica, with relict rock structure

20 18.5-20 5-9-12 21

Boring terminated at 20 feet

25

30

35
Elevation = Feet, mean sea level SAMPLER IDENTIFICATION
mg/kg = Milligrams per kilogram
mg/I = Milligrams per liter
NM = None measure DPT ---DIRECT PUSH
SPT --SPLIT SPOON
T -THIN WALL TUBE
U -UNDISTURBED PISTON