20050913 Ver 4_More Info Received_20061206

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TIC JOHN R McADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Cyndi Karoly
Division of Water Quality
2321 Crabtree Boulevard
Suite 250
Raleigh, North Carolina 27604
Re: Brier Creek Corporate Center
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
1 Set Subsurface Ex loration Re ort
1 Letter From DWQ Re uestin Additional Information - 12.4.2006

These are transmitted as checked below:
^ As requested
^ For approval
^ For review and comment
Remarks:
Date: December 5, 2006
**FEDERAL EXPRESS**
Job No.: AAC-04030
® For your use

Copy to: Signed
anUAl~~,vS
Ryan C. ~kers, EI
Engineering Designer
FOR INTERNAL USE ONLY
® Copy Letter of Transmittal Only to File p ~ (~,,~ ~ ~~~ O
^ Copy Entire Document to File
DEC ~ 206
CIVIL ENGINEERING LAND PLANNING SURVEYING
PO Box 14005 Research Triangle Park, NC 27709 [phone] fax (91W~ ~~
www.johnrmgdams.com

~S- 093 vy
REPORT OF
SUBSURFACE EXPLORATION
Parcel JInfrastructure -Streets and Bridges
Brier Creek Corporate Center
Raleigh, North Carolina
PREPARED FOR
AAC Real Estate Services
8211 Brier Creek Parkway, Suite 103
Raleigh, North Carolina 27617
BY
MOSHER ENGINEERING, INC.
557 D Pylon Drive, Raleigh, North Carolina 27606
Project No. 05.087.GE
October 25, 2005

REPORT OF
SUBSURFACE EXPLORATION
Parcel JInfrastructure -Streets and Bridges
Brier Creek Corporate Center
Raleigh, North Carolina
PREPARED FOR
AAC Real Estate Services
8211 Brier Creek Parkway, Suite 103
Raleigh, North Carolina 27617
BY
MOSHER ENGINEERING, INC.
557 D Pylon Drive, Raleigh, North Carolina 27606
Project No. 05.087.GE
4
October 25, 2005

MOSHER
ENGINEERING
October 25, 2005
AAC Real Estate Services, Inc.
8211 Brier Creek Parkway, Suite 103
Raleigh, North Carolina 27617
Attention: Mr. Joe Dye
Reference: Report Of Subsurface Exploration
Brier Creek Corporate Center
Parcel JInfrastructure -Streets and Bridges
Raleigh, North Carolina
Mosher Project No. 05.087.GE
Mosher Engineering, Inc. has completed a subsurface exploration on the referenced project. This
work was performed in general accordance with Mosher Engineering Proposal No. 05.112P.GE.
The purpose of this exploration was to determine the general subsurface conditions at the site, and
to evaluate those conditions with regard to the proposed site development. This report presents
our findings along with our conclusions and recommendations for design and construction of the
project.
PROJECT DESCRIPTION
About 42001ineal feet of Arco Corporate Drive is planned to extend from Lumley Road northward
through Parcel J of the Brier Creek Development and tie into the newly constructed section of
Arco Corporate Drive that is located near U.S. Highway 70. The street will provide access to the
planned Brier Creek Corporate Center. The proposed street alignment is shown on the attached
Boring Location Plans, Drawing Nos. 1 and 2, included in the Appendix.
Another private street (about 1400 lf) will extend in an east-west direction through the middle of
Brier Creek Corporate Center and connect the new Arco Corporate Drive to the Brier Creek
Commons Shopping Center.
Both new streets will require stream crossings -four (4) along Arco Corporate Drive and one (1)
along the private street. Single span bridges will be required at each stream crossing in order to
minimize disturbance to the stream bottoms, which are contaminated with PCBs.
Detailed information about proposed street, bridge, and utility grades was not available at the rime
this report was prepared.
Mosher Engineering, Inc. • 557-D Pylon Drive • Raleigh, NC 27606 (Off7 919-856-1550 • (Fax) 919-856-1555

Mr. Joe Dye
Project No. 05.087.GE
October 25, 2005
Page 2
SCOPE OF INVESTIGATION
Field Exploration: The subsurface exploration included drilling a total of twenty-nine (29) soil test
borings at the approximate locations shown on the Boring Location Plans, Drawing Nos. 1 and 2.
Nine (9) of the borings were drilled along the street alignments and twenty (20) were drilled at
proposed bridge abutments. Boring locations along proposed street alignments and at three (3)
bridge locations were staked in the field by Mosher Engineering personnel using site features and
roadway centerline flagging set by the John R. McAdams Company (McAdams) as reference.
Approximate ground surface elevations for the borings were estimated from preliminary site and
utility plans developed by McAdams. McAdams staked borings for two (2) bridge locations
(borings B-113 through B-120) and provided ground surface elevations at those locations.
The soil test borings were drilled to depths of 7.9 to 20 feet by a Mobile B-53 ATV rig drill rig
using continuous-flight, hollow-stem augers. Standard Penetration Tests were performed in the
soil test borings at designated intervals in general accordance with ASTM D 1586. The Standard
Penetration Test (SPT) is used to provide an index for estimating soil strength and density. In
conjunction with the penetration testing, split-barrel soil samples were recovered for soil
classification.
Test Boring Records and brief descriptions of the field testing procedures are included in the
Appendix.
Laboratory Services: The laboratory services provided for this project included visual
classification of the soil samples by the project engineer. The color, texture and plasticity
characteristics were used to identify each soil sample in general accordance with the Unified Soil
Classification System (USCS). The results of the visual classifications are presented on the Test
Boring Records included in the Appendix. No laboratory testing was conducted on any soil
samples obtained from our test borings.
SITE AND SUBSURFACE FINDINGS
Site: This portion of the Brier Creek Corporate Center site contains 83t developable acres that are
bounded by existing office building sites on the north (along U.S. Highway 70), I-540 on the east,
Lumley Road on the south, and Brier Creek Commons Shopping Center on the west. Most of the
site is wooded with a rolling terrain. Little Brier Creek, which flows from north to south,
meanders along the western side of the property and separates the Brier Creek Commons
Shopping Center site from the developable areas of Parcel J. Two tributaries of this creek transect
the subject site in a generally east-west direction. The sediments within this section of Little Brier
Creek and its tributaries are contaminated with PCBs from the Ward Transformer facility, which is
located east of the site across I-540.
Area Geology: The project site lies within the Triassic Basin of the Piedmont Physiographic
Province. The sedimentary deposits of the Triassic Basin have been penetrated at numerous

Mr. Joe Dye
Project No. 05.087.GE
October 25, 2005
Page 3
locations by diabase dikes and sills. These dikes and sills are igneous formations that have
intruded from below the earth's surface into the Triassic deposits. Several diabase dikes have been
mapped in close proximity to the project site. Within these dikes the depth to weathered rock is
typically deeper than within the adjacent sedimentary deposits. The parent bedrock underlying the
site generally consists of a conglomerate sandstone and mudstone of the Chatham Group. These
regional formations can be very resistant to chemical and physical weathering resulting in dense
near-surface soils and very erratic subsurface profiles.
Subsurface: 'The subsurface conditions at the site, as indicated by these widely spaced borings,
generally consist of a residual soil profile that has formed from the in-place weathering of the
underlying parent bedrock. The generalized subsurface conditions for the soil test borings are
described below. For more detailed descriptions refer to the Generalized Subsurface Profiles and
Test Boring Records included in the Appendix of this report.
At most test boring locations, an upper stratum of topsoil and root mat was encountered and
typically measured 0.2 to 0.4 feet thick. Within wooded areas of the site, however, the root
systems of large trees can be quite extensive and may extend several feet below the ground
surface.
Street Borings: Beneath the topsoil and root mat, the borings encountered a residual soil
profile of primarily sandy SILTS, with some silty SANDs and clayey SILTs that extended to
partially weathered rock. Standard Penetration Test (SPT) resistances in these soils range
from 39 to 88 blows per foot (BPF). The soil profile generally becomes denser with
increasing depth.
At boring location B-27, which was located in a low-lying area near the creek, about, 9.5
feet of alluvial soils were encountered just below the ground surface. Alluvial soils are
water-deposited materials, normally found within low-lying drainage swales and around
stream channels. Typically, alluvial soil deposits are loose and wet. The alluvial- soils
encountered in this test boring had SPT values that ranged from 6 to 29 BPF.
Partially weathered rock (PWR) was encountered in all nine (9) street borings at depths
ranging from 1.4 feet to 9.5 feet below the ground surface. The overall average depth to
PWR was about 4.2 feet. For engineering purposes, PWR is defined as any dense residual
soil exhibiting an SPT resistance value in excess of 100 BPF. When sampled, the PWR
generally consists of silty SAND.
Auger refusal material was encountered in seven (7) of the street borings at depths ranging
from 8.3 to 18.2 feet. Generally, auger refusal is encountered at bedrock or on top of
boulders, and is indicative of materials that will likely require rock excavation techniques
for removal.
Bridge Borings: Beneath the topsoil and root mat, all the bridge borings encountered
alluvial soils that typically extended to the top of partially weathered rock. The alluvial
soils consisted primarily of sandy SILTS and silty SANDS with some clayey SILTs.

Mr. Joe Dye
Project No. 05.087.GE
October 25, 2005
Page 4
Standard Penetration Test (SPT) resistances in these soils range from 1 to 39 blows per foot
(BPF), with most SPT values ranging from Z to 11 BPF.
Partially weathered rock (PWR) was encountered in all twenty (20) bridge borings at depths
ranging from 4 feet to 12 feet below the ground surface, with an average depth to PWR of
about 7.5 feet.
Auger refusal material was encountered in seventeen (17) of the bridge borings at depths
ranging from 7.9 to 17.8 feet.
Groundwater Observations: Groundwater measurements were attempted at the completion of each
boring, and at about 24-hours after completion of most bridge borings. All street borings (except
B-27) were caved and dry upon completion. In B-27 the groundwater level at completion was 3.3
feet below the ground surface.
For the bridge borings all but one boring had measurable groundwater at depths ranging from 1 to
9.3 feet. B-106 did not have measurable groundwater, but was caved at 8.5 feet. Caved depths
can be indicative of changes in soil strata or groundwater. Fluctuations in groundwater levels will
occur with normal climatic and seasonal variations.
RECOMMENDATIONS FOR PROJECT DESIGN AND CONSTRUCTION
General: The borings performed at this site represent the subsurface conditions at the location of
the borings only. Due to the prevailing geology there can be changes in the subsurface conditions
over relatively short distances that have not been detected by the borings. Consequently, there
may be undisclosed subsurface conditions that require special treatment or additional preparation
once these conditions are revealed during more detailed subsurface exploration or construction.
The streams on this site are contaminated with PCBs from the Ward Transformer site located east
of Parcel J across I-540. For this reason NCDENR has placed restrictions on disturbing the
sediments and stream beds along these sections of Little Brier Creek and its tributaries. These
restrictions preclude the use of box culverts or arch culverts and require that single span bridges be
used for stream crossings.
Site Preparation: The proposed construction areas should be stripped of topsoil, organic material
and other soft or unsuitable material. In general the site has a veneer of topsoil and root mat
measuring 0.2 to 0.4 feet thick. However, within some areas, topsoil and root mat thickness may
be greater.
All borings that were drilled near the creeks encountered soft and loose alluvial soils that extended'
to an average depth of about 7 feet below the ground surface. Some undercutting or bridging of
softlsaturated soils in lower portions of the site will be necessary prior to placing fill, particularly
during wet months of the year. Most of the bridge approach embankments will probably have
some areas where such remedial repairs will be necessary. However, to the extent possible, the
existing stream channels must be left intact to avoid disturbance to PCB contaminated soils.

Mr. Joe Dye
Project No. 05.087.GE
October 25, 2005
Page 5
Upon completion of these stripping and undercutting operations, the exposed subgrade in areas to
receive fill should be proof rolled with a loaded dump truck or similar pneumatic-tired vehicle
having a loaded weight of approximately 25 tons. After excavation, the exposed subgrades in cut
areas should be similarly proof rolled.
Proof rolling operations should be performed under the observation of a geotechnical engineer
from our office. Areas that deflect, rut, or pump during the proof rolling, and fail to be remedied
with successive passes, should be undercut to suitable soils and backfilled with compacted fill.
Excavations: Excavations for streets and utilities that extend deeper than about 4 feet below the
ground surface will probably encounter dense soils and Partially Weathered Rock (PWR). Near
bridge abutments PWR will be encountered below a typical depth of about 7.5 feet. Where dense
soils or PWR exist, a D-8 or similar size dozer equipped with a steel tooth ripper, or a Caterpillar
330 or similar size backhoe equipped with rock teeth may be required to loosen these materials
prior to their removal. Based on our experience in the Brier Creek area, most of the PWR that is
excavated should be fairly friable and can be crushed under the weight of heavy compaction
equipment typically used during mass grading operations. Blasting will help loosen the materials
and facilitate excavation with conventional equipment. Blasting should also help break down the
material into smaller pieces that will disintegrate more easily under construction equipment.
Upon excavation and handling the PWR typically degrades to silty sand or sandy silt with rock
fragments, and can be used as compacted structural fill. Small boulders or rock pieces that don't
degrade can either be broken with a pneumatic hoe-ram or can be placed at the bottom of
designated deep fill areas as a bridging lift.
Auger refusal was encountered in 24 of 29 borings. In addition, PWR with SPT resistances of 50
blows per 0.1 feet was encountered in many of the borings. Very hard or very dense materials, as
indicated by auger refusal, will likely require blasting or other rock excavation techniques for their
removal. If blasting is required, we recommend that it be performed by a qualified blasting
contractor prior to the start of nearby building construction.
Fill Material And Placement: All structural fill used for the project should be relatively free of
organic matter and debris with a low to moderate plasticity (Plasticity Index less than 30). The fill
should exhibit a maximum dry density of at least 100 pounds per cubic foot, as determined by a
Standard Proctor compaction test (ASTM D 698). We recommend that moisture control limits of
f3 percent of the optimum moisture content be used for optimum placement of project fill. In
addition, any fill soils placed wet of the optimum moisture content must remain stable under heavy
pneumatic-tired construction traffic.
Based on our visual observation of the soil samples, most of the onsite soils appear suitable for use
as project fill. However, due to the plasticity characteristics of the near-surface soils, difficulties
may occur while attempting to prepare these soils to receive fill. In addition, these soils can easily
become unstable beneath the weight of repeated construction traffic.

Mr. Joe Dye
Project No. 05.087.GE
October 25, 2005
Page 6
We anticipate that most of the dense soil and PWR that are excavated will be drier than the
optimum moisture content, while most of the near-surface clayey soils and soils in the low-lying
parts of the site will be wetter than optimum. As a result, some moisture modification (drying
and/or wetting) of the onsite soils will be required during site grading. The type, extent and
difficulty associated with obtaining the required moisture modification will be influenced by the
soil plasticity and the weather conditions encountered during site grading.
For areas of the site where mass grading is conducted, suitable on-site materials having a
minimum dry density of 100 pounds per cubic foot can be placed in loose layers up to ten (10)
inches thick and should be compacted to at least 95 percent of its Standard Proctor maximum dry
density. Within streets the final 12-inch lift of soil underlying pavement sections should be
compacted to at least 100 percent of the Standard Proctor maximum dry density.
Special care should be taken while backfilling around utility pipes, utility trenches and around
manholes, water valves, and storm drop inlets. For backfilling these areas, a hand tamper or walk-
behind roller will be required. While using a hand tamper orwalk-behind roller, the maximum lift
thickness (loose) should not exceed 5 inches.
We recommend that field density tests be performed on the fill as it is being placed, at a frequency
determined by a geotechnical engineer from our office, to verify that proper compaction is
achieved.
While compacting adjacent to the below-grade walls, heavy construction equipment should
maintain a minimum horizontal distance of 1(H):1(V). If this minimum distance cannot be
maintained, the compaction equipment should run perpendicular, not parallel to, the long axis of
the wall.
Cut And Fill Slopes: Permanent cut and properly compacted fill slopes should be no steeper than
3(H):1(~ and should be properly seeded to minimize erosion. For maintenance purposes, the
permanent slopes may need to be flattened to allow access to mowing equipment. Also, any fill
placed in sloping areas should be properly benched into the adjacent soils. Temporary slopes in
confined or open excavations should perform satisfactorily at inclinations of 1(H):1(~. All
excavations should conform to applicable OSHA regulations.
The crest of all slopes should be maintained at least five (5) feet horizontally from building and
pavement limits. Appropriately sized ditches should run above and parallel to the crest of all
permanent slopes to divert surface runoff away from the slope face. To aid in obtaining proper
compaction on the slope face, the fill slopes should be overbuilt with properly compacted
structural fill and then excavated back to the proposed grades.
Foundations for Bridge Abutments: Based on our current understanding of the project, we
f recommend that bridge abutments be supported on deep foundations consisting of steel H-piles.
1 Such piles are typically used to support bridges in North Carolina and have the advantage of
having minimal displacement and high bearing capacity.

Mr. Joe Dye
Project No. 05.087.GE
October 25, 2005
Page 7
Twelve (12) inch steel H-piles (HP 12 x 53) driven one (1) to two (2) feet into the PWR can
provide a working capacity of up to 60 tons per pile. Piles should have pile points welded onto
their tips to provide protection from driving into the PWR. The minimum spacing between
individual piles should be 30 inches. Assuming the entire pile length is embedded in soil,
individual piles can resist up to one (1) ton per pile of lateral load. For piles with unsupported
lengths or greater lateral loads, batter piles should be used to provide resistance to lateral forces.
Estimated pile tip elevations at the respective boring locations are provided on the following Table
1. The minimum pile length should be 10 feet.
Table 1
Boring No. Ti~Elev. Boring No. TiQElev.
B-101 307 B-111 319
B-102 309 B-112 321
B-103 309 B-113 351
B-104 312 B-114 346
B-105 309 B-115 353
B-106 313 B-116 350
B-107 314 B-117 328
B-108 313 B-118 328
B-109 319 B-119 326
B-110 319 B-120 326
Prior to mobilization to the site, the pile-driving contractor should submit to the project
geotechnical engineer information about their pile installation procedures, pile driving hammer,
pile and hammer cushioning, pile lengths, and other factors affecting the driving stresses imparted
to the pile shag. For this project a Delmag D-12 diesel hammer (or equivalent) will likely provide
sufficient driving energy to achieve the design working capacity. However, the contractor should
include with his submittals a wave equation analysis to confirm that the proper hammer is selected
and that the driving energy is appropriate for the site conditions and required pile capacities.
Vertical piles should not vary more than two (2) percent from the plumb position. No pile should
be driven more than three (3) inches from its design location.
During installation of pile foundations, a representative from our office should be present to keep
records for the driving of each pile.
Groundwater And Surface Water: Based on the groundwater levels encountered, the groundwater
will likely be well below pavements. However, this will be dependent upon the proposed finished
grades for the site and the affect that blasting may have on opening joints in the PWR. At most
locations it does not appear that permanent dewatering will be required beneath pavements, though
some temporary dewatering may be required within the areas of the existing drainage features or
while attempting to undercut soft/saturated alluvial soils. The necessary dewatering can usually be
achieved through the use of conduits (pipes), diversion trenches, temporary sumps, and/or filtered
trench drains that discharge to suitable outlet areas. ~ewatering problems that are revealed during

MOSHER
ENGINEERING
Mr. Joe Dye
Project No. 05.087.GE
October 25; 2005
Page 8
construction should be brought to the attention of the project geotechnical engineer, so that an
appropriate remedy can be recommended.
CLOSURE
Mosher Engineering appreciates having the opportunity to assist you during this phase of the
project. If you have any questions concerning this report, please contact us.
Respectfully,
MOSHER ENGINEERING, INC.
~~-- -rY>~- ~~
Michael F. Palko, E.I.
Project Engineer
,,,f~Nflf-f flifl
~~~,~~H CA~ ~h
• •
ti~ •.
-'~~`'~~EESS~p~ ~y9.
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`~ = ' ~ SEAI r'
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William R. Mosher, P.E. 17909
Principal Engineer '; ~ .~ E~ f ~ ~f
'••., l~qM.......,• ~, ~..
North Carolina License No. 17909 l ~~~ ~ `
'~~ffllflflf~~f',
Cc: Robert Holland - AAC
Ron Stading - AAC
Chuck Strickland - AAC
Appendix

APPENDIX
Boring Location Plan
Generalized Subsurface Profiles
Investigative Procedures
Test Boring Records

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~, , r '~ ; BON A997, PO 829 , ,, ~^ r ~'• / ti LEGEND:
-~ ~..9O'^RjN / /~ ~ ~ r `, _', Y"/A~ r r:jr4~t /,~` / \ ,,'1 'r / ~ ~\ \t1l \ i
~r ~ a' e-s ~- %,~' .' r ,r~ i / ,l /^U / r . '/~:'• ~• / , r `_ ~- , ,/ r Il plll \ ,
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1111 __?, `~' ^. SO'SI ~ROTffXhE ___ ,L` 11/_• /' I ri 'i2 ~'%,'."~/' "1 ,
\,,'li ~ ,__ _ ,<.1 ~>< - _~,,,.r_-;,.,'-' --„,,,; .. I ~;, ,~r;;;,°~%, r' '`-,. • MOSHER ENGINEERING, INC.
`'n' ~ s / '''~~_- ;'`' '`~ ,-. ;, ,': -- ~ ~ ; " r/r/r, - -'~,,., %;,i , ' _ RALEIGH NaRTH CAROLINA
r _~~ , /"
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"''%1 '' ;/r'~~~ ~`, r ' ^~~~ ;_ - /' 'r , /,;r .j''' so'srou,\ `~' `t_-- '• /%~1" ' I I 'i SCALE: I"=200' APPROVED BY: DRAWN B`
•. rrrlr / 1 // 1 \,` 1 -': ___ ',' r,/rii/ 1 t1rRJ ~ ,/~.\ \ I'1 1 I I 1 L1
\ ~ r / ,.\ ~ , T - -, ti,,, ,. ..: r ,_ r ,. 11 I I ~ 1 I DATE: 10103105 REVISED B
r, ''"ti !• I r l l I t~ ... , qr i r%'.,%:;~Y\„>Ill III1 ~,~
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r ' ~/,/ ' ' / ' '' 1 ' ' ; \' ` //r~/ ' , ,,, "'-' ' ^ ` - ' ' ' PARCEL J INFRASTRUCTURE
1 I ~' 1 1 ~ r I 1, 1 \ , \ ~ \ , q, / i ~,i///i~ n ` \ _„ ' ,
1 /' : ~ ,1 l ,: , I I r 1 `.`;: -__ ./,, j n4 ~~_-'' ,~:%~'~~-,, ' , ~\;; ,./ - RALEIGH, NORTH CAROLINA
1' il~ \ 1 I l ,,\! / / I I I ) I ~__~ ~~ /.r ~ a r~l'/•6'~,''G„/~%'~^ ,\\` l

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Not to Scale
LEGEND B.T. Boring A.R. Auger Refusal
Terminated 1 24-Hr Water Level
Partially Generalized Subsurface Profile
Topsoil ~ Silt Sand Y~•: Weatnered~ Sand Silt Mosher Engineering, inc.
and Roots y Rock y ~ 1-Hr Water Level Parcel J Infrastructure
557 D Pylon Drive
.~, Caved Depth Raleigh, NC 27606 Project Number: 05.087.GE
Date Drawn: 10/5/2005 Drawing No. 3

B-22
Blow
0
3 Count
400 • • ~ • .. ,
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Not to Scale
LEGEND B.T. Boring A. R. Auger Refusal ~ 24-Hr Water Level
Terminated Generalized Subsurface Profile
Partially
,. Topsoil ®Clayey ~>p_4: Weathered® Sandy Mosher Engineering, InC.
and Roots silt ,Rock clay Q 1-Hr Water Level Parcel J Infrastructure
557 D Pylon Drive
Sandy Silt Si Caved Depth Raleigh, NC 27606 Project Number: 05.087.GE
Date Drawn: 10/5/2005 Drawing No. 4

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B-26
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0.4 Count
330 ......... .............. • : :'• • ,44........... .................... ............. ........... ........ ............... ........... ........................... ....... .................... ..................... ......................... .
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Blow
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Not to Scale
LEGEND B.T. Boring A.R. Auger Refusal ~ 24-Hr Water Level
Terminated Generalized Subsurface Profile
.. Topsoil D,.~ Partially Mosher Engineering, Inc.
and Roots 0 Alluvial ~•.o:: Weathered Sandy Silt 1-Hr Water Level Parcel J Infrastructure
Rock - 557 D Pylon Drive
~ Caved Depth Raleigh, NC 27606 Project Number: 05.087.GE
Date Drawn: 10/5/2005 Drawing No. 5

325 ................ .....................B-105................... ....................B-106................... ....................B-107............. .......................... B-108..........................
s~aW slaw sioW s~oW
Count ~ Count 0.2 Count 0.3 Count
320 ................ ..................... i-. `` ..8 .................... .................... i-..; .. 4 .................... .................... .-. ..~7............. .......................... .-;
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.........................
......................................
o A
R
.
.
p
~
300
................
...................................................
..................................................
............................................
.........................
......................................
m
w
295 ................ ................................................... .................................................. ............................................ ......................... ......................................
290 ................ ................................................... .................................................. ............................................ ......................... .........................
285 ................ ................................................... .................................................. ............................................ ......................... ......................................
280
o~G ................
............... ...................................................
.................................................... ..................................................
.................................................. ............................................
............................................ .........................
......................... ......................................
......................................
Not to Scale
LEGEND B.T. Boring A.R. Auger Refusal ~ 24-Hr water Level
Terminated Generalized Subsurface Profile
>~.K. Partially ~ ,Topsail ®Clayey Mosher Engineering, inc.
Alluvial •d••,, Weathered -and Roots Silt ~ 1-Hr Water Level Parcel J Infrastructure
Rock - 557 D Pylon Drive
~, Caved Depth Raleigh, NC 27606 Project Number: 05.087.GE
Date Drawn: 10/5/2005 Drawing No. 6

0
m
a>
L1J
B-109 B-110 B-111 B-112
330 ........... ............... ..................... ......................
...................... .......................
...................... ....................
.......................
Blow Blow Blow Blow
0.2 ~ ~ Count 0.2 Count ~ Count 0.2 Count

325
...........
........r..3.0

~ 17
...........................
.................3:0~ ...16 ..................... .................3.0. , ,...~.~....................... ................3:t1 ...5........................
~ _16 - 29 - _13 - 8
6.0 ' ` 6.0 ' ` - 6.0 ' ` 6.0 ' '
4:
YT 50/0.3

320
-.........
. ...........8:0 ~ i
,.
• .:•a: 18
........................
50/0
3
.................8:0.
••
•.. •s 42

: 50/0:3 .................
.................8.0.
,.::
F. a 89!0.8

: 50Y0.3..................
~

.................... i;
:.q..;.
•ar
.
~:
............................
:.s:•:i. . :.d..::i . :.4•:• R. 50/0.4
:.a:.~.
°•`~'~
6
92 :.a•:,
°':'
~ • 12.0 '• ~~ ': '.`4.:

315 ..........
. .........1.2.9 .........................
.. ................
•.
.
.
:........................... ...................... .
..
..................
...........
..............
0 .................

A.R. A.R. ~ ~. 77/0.7 14.7 "`'~~~~
1s.s ~~ ~ A.R.
310 .......... ................ ................................. ....................................................... ......................A~.R:........................... ......................................................
305 .......... ................ ................................. ....................................................... ........................................................ ......................................................
300 .......... ................ ................................. ....................................................... ........................................................ ....................................
Not to Scale
LEGEND B.T. Boring A. R. Auger Refusal = 24-Hr Water Level
-germinated Generalized Subsurface Prole
Partially
,. Topsoil . , Y~~q• ®Clayey Mosher Engineering, nc.
and Roots Alluvial •q;: Weathered Silt ~1-Hr Water Level Parcel J Infrastructure
Rock - 557 D Pylon Drive
Sandy Silt Si Caved Depth Raleigh, NC 27606 Date Drawn Ct10/5/2005 05 D8awing No. 7

365 ............. ........................................
B-113
360 ..
........ , .
............ .....Blow ........
0.2
• Count

355
.............
..........3:9.
~ , 8
...................
- _ 3
6.0 r:.4: 50/0.1
:g:q.
350 ............. ............... ::.~•:
R; :~;:
'50/0:2........ .
.,q: •iq.
a';

12
8 .:
R~, q:
"•'
~
~ 345 ............. .
.........
.........................
A.R.

0
~ 340 ............. ........................................
a~
W
335 ............. ........................................
330 ............. ........................................
325 ............. ........................................
320 ............. .......................................
315 ............. .......................................
310
................. ...........................
B-114 .............................................
B-114A .............. ............................
B-115 .......................................
B-116
...............
0.2 ...........Blow...........
Count ..............................Bbw.........
t
C ............... ....
..........
....... ..............Blow........
..........0.2 Count
oun 0.2 Count
~..~ 2 6 3.0 8
~, .~ . .
................. iii; ..7................. ................ . ...................... ..........4.0. .... ...
4 7..............
~..~ 6 :.4.:y.
>:~a 5010.2 11
- 8 5 ..50/0.2........... 8.0 :
'..:`~ 8.0 ~.~
a y:
• 50/0.1......'.
:.4..i. ':4:~~' 10.2 :. :.
c

12.0 I ~\
. :a
;•~•: :n '
,•4:
A. R.

...........13;8
. :
:.
R4 ~:
" ~"
.....
50/0.0
......................

..........14
1 • ••9~'4•
°:•:;
:::: ~.

.. 50/0.1............ 12.4

.............. :.4.:;,.

.
'

....................

......................................
A
R : .R :
A

.................
.................
.................
................ .
.
...........................
...........................
...........................
............................ A.R.
............................................
............................................
............................................
............................................
..............
..............
..............
..............
............................
............................
............................
............................
........................................
........................................
........................................
........................................
Not to Scale
LEGEND B.T. Boring A.R. Auger Refusal ~ 24-Hr Water Level
Terminated Generalized Subsurface Profile
.. Topsoil .;:.~ Partially Mosher Engineering, InC.
and Roots ~ Alluvial a ::; Weathered Auger ~ 1-Hr Water Level Parcel J Infrastructure
Rock - 557 D Pylon Drive
~ Caved Depth Raleigh, NC 27606 Project Number: 05.087.GE
Date Drawn: 10/5/2005 Drawing No. 8

,u~ .............. .................................................... ................... ............................................ ..................................... ............
.......
.......................................
350 .............. .................................................... ................... ............................................ ..................................... ................... .......................................
345 .............. .................................................... ................... ............................................ ..................................... ................... .......................................
340 .............. .................................................... ................... ........................................... ...................................... ................... .......................................
B-117 8-118 8-120

335

.............. Blaw

....
............ (1..3.. ......Count .............
.............. 0.3. Blow

.....Count .........................
..

......................................

.............. fl:3.
Blow
.....Count .................... .

_
,~ ~, s
~-
~
15 B-119 ; ; 4
c

0

330

..............

.....................

.~ ~,

.......................

.............. `

>~!,

.~ 3 ...............................
Blow
....... ....Count .............

................... ~

~ ~

.2............................ .
~ 'd ~; 50/0.3 nq 4: - 50/0.5 5 6.0 ~
,
-.

~ d•....
..;: ~`
•
50/0.3
8.0
~;•.a.:
•
0/0.3
3.0
A; :r:
.
.

50/0.5
8.0
• .
R:.w:
81
W
325
..............
..................... h:
~:
:.
R:i•
........... q.:.
ti•. ~
- •e:
.....................................
....... .q:
.
°~: • •'•
a: .................
...
.... ................... ea'~~'
a; ..50/0.5
. .........................
50/0 3
^'
:R;;~; 50/0.1 n~~a:
;.q.::.
'
50/0.3

A
R 12.8
320 .
.............
...............16.2. ~•9~:, :
,.. ......................... ................... °::a
~:•~,:
...........................
.......... .
.......
......................... ................... A:R:................................

A.R.
17.7 ti4' •'~:
A.R.
315 .............. .................................................... ................... .......
....................................
......................................
...................
.......................................
310 .............. .................................................... ................... ........................................... ...................................... ................... .......................................
305 .............. .................................................... ................... ........................................... ...................................... ................... .......................................
300 .............. .................................................... ................... ........................................... ...................................... ................... .......................................
Not to Scale
LEGEND B.T. Boring A. R. Auger Refusal ~ 24-Hr Water Level
Terminated Generalized Subsun`ace Profile
~. o soil ~:.~. Partially
a T p ~ Alluvial ••:u::;, Weathered Sandy Silt 1-Hr Water Level Mosher Engineering, inc. parcel J Infrastructure
and Roots Rock -
557 D Pylon Drive Project Number: 05.087.GE
S~ Caved Depth Raleigh, NC 27606 Date Drawn: 10/5/2005 Drawing No. 9

MOSHER ENGINEERING, INC.
INVESTIGATIVE PROCEDURES
Brier Creek Corporate Center
Parcel JInfrastructure -Streets and Bridges
Raleigh, North Carolina
Mosher Engineering Project No. 05.087.GE
Page 1 of 1
FIELD
Soil Test Borings: Twenty nine (29) soil test borings (B-19 through B-27 and B-101 through B-120) were
drilled at the approximate locations shown on the attached Boring Location Plans, Drawing Nos. 1 and 2.
Soil sampling and penetration testing were performed in accordance with ASTM D 1586-90.
The borings were advanced with hollow-stem, continuous-flight augers and, at standard intervals, soil
samples were obtained with a standard 1.4-inch (3.6cm) I.D., 2-inch (S.lcm) O.D., split-tube sampler. The
sampler was first seated 6 inches (15.2cm) to penetrate any loose cuttings, then driven an additional 12
inches (30.Scm) with blows of a 140 pound (63.Skg) hammer falling 30 inches (76.2cm). The number of
hammer blows required to drive the sampler the final 12 inches (30.Scm) was recorded and is designated
the "Standard Penetration Resistance" (N-Value). The Standard Penetration Resistance, when properly
evaluated, is an index to soil strength, density and ability to support foundations.
Representative portions of each soil sample were placed in glass jars and taken to our laboratory. The
samples were then examined by an engineer to verify the driller's field classifications. Test Boring Records
are attached indicating the soil descriptions and Standard Penetration Resistances.

DEPTH
(FT.)
0.0
0.4
6.0
9.8
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~,) B~ows~T
4An n n ~fn ~n Zn an rn Rn Inn
To soil and Roots • ' '~ •'~ 379
6
Very Dense Tan Silty Fine to Medium .
SAN D
82
88 ~-
~~ •• ~~~ 374.0
Partially Weathered Rock When Sampled ^~tl a > 50/0.3
Becomes Brown Silty Fine SAND with ;:~d
Partially Weathered Rock Fragments .q..~.
P
:
~.
~:.~~¢•~
"..:°::' ` 1
50/0
:.q•.I: 4
"••l.P) .
y::.4~ 4;
'q'•''~"
370.2
Auger Refusal
No Groundwater Encountered

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-19
DATE(s) DRILLED 8/29/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering Inc.

DEPTH
(~T•)
0.0
0.4
3.0
9.6
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
~~.) a~ows~Fr
377.0 0 ~0 20 3o ao so ao too
To soil and Roots ~ ' "~ ~'• 376
6
Hard Tan Fine Sandy SILT .
• 44
. ~ 374:0
Partially Weathered Rock When Sampled 4;~p;
Becomes Brown Fine Sandy SILT ~~ ~y'` > 50/0.3

. Pi.'
•d;i: p.
~.
At a::¢
~;~ a.
~y ~ 50/0
3
. ^
:a..•
A ::h b:

ji:; ar::A':' .
4.: +.v.
A i'4.'.d.`.
'°4«~° ~ > 2
50/0
.
i,,p.. y.
R~:~a:~
367.4
Auger Refusal
No Groundwater Encountered

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-20
DATE(s) DRILLED 9/1/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering, inc.

DEPTH
(FT•)
0.0
0.4
3.0
6.0
12.6
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
~~.) B~owsrFr
4d7 n n ~n ~n zn an an nn inn
To soil and Roots ~ ' "~ ~'~ 341
6
Very Hard Brown Fine Sandy SILT .
87
• • 339:0
Partially Weathered Rock When Sampled '`aa;~~.
Becomes Brown, Tan and Gray Fine Ac~s::a

Sandy SILT '~d•~~.:
~;:& 6::
>
50/0.5

:a:<':
A'e'y d:•
a:w:

..q.,/: p
"~ ~~~``
336.0
Partially Weathered Rock When Sampled P4;P:;~:;%• > 50/0.4
Becomes Brown Fine Sandy SILT
A; a'.4:•
•` °`
.:q:.y ~%
ji:';4 6
:4•.,; .r
A::4! 4:'
4••~: a
"~° •"~
P: ;o- Via:
>
50/0.1

.esi
R;~'a
•
R i ;4r 6
'9••1: ^"
a•:d:_e•
R~•ad•

. q..y ~;v.
i•,'q :y.
v`::4:.'4'.
q..j?.v
A::~d`~ 329.4
Auger Refusal
No Groundwater Encountered

I CONTRACTOR: Bore and Core
j DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-21
DATE(s) DRILLED 8/29/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering inc.

i
DEPTH
(~T•)
0.0
0.3
3.0
8.0
20.0
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~.) e~owsiFr
any n n ,n ~n sn an an sn ,on
t
il
d R
T ' "~ ~`
oo
s
o so
an 400.7
Hard Tan and Brown Clayey SILT
42
398:0
Partially Weathered Rock When Sampled ^q`:;
Becomes Tan and Brown Fine Sandy a~••" ~°
SILT with Rock Fragments °9:''°
P••4.~: >
50/0.3
. q.:y..q
i•:
:e'.
a
i'::4 6:
q.y. ;m
~°~•'
.
p::r ?:'
. Q..j>q.
•_•6':>:
.

>

50/0
3
;;:.~
a;.
..q.;~. .
Y•,P .°',
R:'4 ~~:
• 4..a: x
i•,'d :e~
,. ~. ~' ~.
'R
,
'9`''~"~ 393.0
Partially Weathered Rock When Sampled §4:P

Becomes Reddish Brown Fine Sandy
~'"~ ~ >
50/0.2
SILT with Partially Weathered Rock °4•d,°p
Fragments b~a'~A
R i :4 4:'

A;:4::b`•
• 9•.i'..
R i'!~r:.'!'.'
. q..y>. ,
.S%

q..,; .y
b':p ~A•
Ai:6r 6;
.,4: y:.q
'~"' '`° > 50/0.1
P+:sr.:d:
. q.y p
h: d~:
9~.i::v
R:'4 :d:
f•.i ^"

• 4•.i: ?~

P
:
~.
.
• 4: •i:. .

;..y; v
R; :a a
b°~'~~
a. > 50/0.1
.
.

.....,
•q~•'~Y 381.0
Boring Terminated
No Groundwater Encountered

CONTRACTOR: Bore and Core
DRILL RIG: ~ Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-22
DATE(s) DRILLED 9/1/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering, lnc.

DEPTH
(~•)
0.0
0.3
1.4
8.3
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~.) s~ows~Fr
377 n n ~ n 2n sn a0 6D 80 100
d Roots
T
il ' '~ ~' 7
371
o so
an .
Brown Fine Sandy CLAY
370.6
Partially Weathered Rock When Sampled '~;~ :`~; > 50/0.3
Becomes Brown and Tan Fine Sandy h;:~`:
SILT .q~•'~ *~
R:.sr::4:
4•i; 7.
^' ~~=d'
•.4•.
a•:p e > 50/0.1
R,~,6.

d•i. r
.Sr.

.4•.y: r
:
..n:
^~~"~°~
.q~,~:ar
50/0.1
ji:~k: 4:
..Q••I: N
Y:
:O
S
%t:.Q'4:
..q.,~, p
~q•°"" 363.7
Auger Refusal
No Groundwater Encountered

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-23
DATE(s) DRILLED 9/1 /2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering, Inc

DEPTH
(FT~)
0.0
0.4
3.0
20.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(~,) eLOws1FT
Ica n ,n on zn .9n an an inn
To soil and Roots • ' '~ ~' 365
6
Very Hard Tan Fine Sandy SILT .
• 63
363:0
Partially Weathered Rock When Sampled aa:`~'
Becomes Reddish Brown and Brown Fine : ~± > 50/0.3
Sandy SILT 4•~• b
d ra'; ~:
~9••i: q.
i}p:.r.;
~::4 +;.
Y~~~:
~
•
.
.r,r.
n:•4' ~4:
`
~
~~~°
~"' > 50/0.5

r,.:
p::6r ~a:
:,q.,y, p
i~:a `r'.
R:~4 d •
4••;i: n
e.:a:.e.
p:; 4: ¢:
q:.~..,q. 3
50/0
Ri'4 d:' .
..9..y..r,.

C~'a~ :e .
qi ;h ¢:
9....+
Pr.:
h'~¢ ~~~~
.:q..y.
a• ~'s
.
ji:~,4,.:a:
9
ie
a
ti
..
R~ a;a`
q.,~..r.
~i:~a`

•9••i ••
`'°~ a.
:'4;::4?
>
50/0.4
.9.ti r.
a•.a :e;
p:6 }:
i9{a!e
ps? :4~ 6:'
d .'
P
'
O
:
' M,
a
~
b
~
.
:r.r.
y:~4°.4:
.qy; x.
~;`~: a
a9:a]e
P: ;4 ~:.
. r:.'
boa' ~
>
50/0.1
¢y. a
a•.a::o.
'
s`~
R(•a
.'qq~>;..
.. .
... 346.0
----------------------
Boring Terminated
No Groundwater Encountered

CONTRACTOR: Bore and Core
DRILL R)G: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER
DATE(s) DRILLED
PROJECT NUMBER
PROJECT
`PAGE 1 OF 1
Mosher Engineering, Inc J
B-24
9/1 /2005
05.087.GE
Parcel J Infrastructure

DEPTH
(~'-)
0.0
0.3
3.0
10.4
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
~~.) a~ows.FT
3R3_[) 0 10 20 30 40 60 80 100
To soil and Roots ~ ' "~~ ~' 362.7
Hard Tan Fine Sandy SILT
39
360:0
Partially Weathered Rock When Sampled ~;~;
Becomes Reddish Brown Fine Sandy P:•~F~ > 50/0.2
SILT .q.•~, b.
^: ,~ ~~:
p"°:
.
.
p.
~ `a
°• •°

°'
: > 3
50/0
r:
4e`:
.q•.;~m. .
a: p:.o•,
p,. 4.}.
°•4•.Y•' b•
°
ii.
,:°i
:
~
p
4•
' r:
A i :~! 6`'
°'=~'~_ ~ > 50/0.1

q..~:.y.
b..a :a•.
°``'~''~ 352.6
Auger Refusal
No Groundwater Encountered

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV ,
TEST BORING RECORD
BORING NUMBER B-25
DATE(s) DRILLED 9/2/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering, Inc.

DEPTH
(~•)
0.0
0.4
6.0
18.2
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~.) eLOws~T
~~~ n ~ ~n ~n zn an an sn Inn
To soil and Roots ~ ' '~ •'~ 331
6
Hard to Very Hard Tan Fine Sandy SILT .
• 44
• 54
.• 326.0
Partially Weathered Rock When Sampled ed:~'~
• > 50/0.5
Becomes Tan and Light Gray Fine Sandy
Yii'.4,.:d:
•`°`
`~

SILT ..9: •i:.
`~~°~~~"~
.4:: +ro
i•:p :p•,
A: •4 :6

~:•p•'b:
4"•~ > 1
50/0
ti k }:
'P .
,
.,qa~:a
A~ br: ~:
.9..~, a
tl•'Pr P:
Ti'h ~:'

~: a 4`
.4•ii. .
' Si.
:>; a
;
yi::4:6~
.q..;~. d
~
..a; e.
'
•
A
p
:
i
:
A: ;4 a:
.4
.;~ o
Note: No sample recovery from 13.5' to a
R:":;
y > 50/0.1

15' sample interval )e• •a
p;~ q.
"''6': a
ji:; 4:`6
.a..u:

i}'p :e'
T: •~ ~~
i1~~P ~e'~
^: ~~' 4:
q.: +%
a•:
~.vy
p
n~ :4a~'

A~~~:4 313.8
Auger Refusal
No Groundwater Encountered

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 AN
TEST BORING RECORD
BORING NUMBER 8-26
DATE(s) DRILLED 9/2/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1 ,
Mosher Engineering, lnc.

DEPTH
(~•)
0.0
0.1
3.0
6.0
9.5
12.0
17.4
P
CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
~~,) eLOws,Fr
z~n n n ,n ~n an an an an inn
To soil and Roots ~ ~-' ~ 319.9
Firm Brown Fine Sandy SILT -Alluvial ~, ,~ ~,
,~ ~, .~
'~ ~"~ • 7
.~ ~, .~
317-.0
Loose Brown Silty Fine to Medium SAND - ~ ' ~ ~
Alluvial '~ ~"~
.~ ~, ,~
-
•
6
,, ,~ ,,
,~ ~, .~
,~ 314.0
Very Firm Tan and Brown Silty Fine to ` ' ~'
Coarse SAND with Quartz Rock '~ ~"~
29
Fragments -Alluvial .±~~ ~~
,, ,~ ,,
,~ ~, .~
,, ,~ ,,
310.5
Partially Weathered Rock When Sampled e4
~~o, ~ 50/0.4
Becomes Brown Fine Sandy SILT P
.
r:~4a:~ ~"

ti~a~a ..
a9.. ~' y'
:•:~~ ::;~.
308.0
Partially Weathered Rock When Sampled ^~'~:~p;
a?
~~
?
Becomes Purplish Brown Fine Sandy .
a
A:~~:~a
SILT .: :a.

~.
R~ ~` ~¢~ 50/0
3
.
R;.a}
. q.: •v,.
i•:a .e•.
~i;e~.''a':
. q.: >.a.
\
•
•:a :o
R: ,er `6~
~
b
6~•e:
~:.~ ~;.
4••i::
~
a•.a.:o
R~'4~¢~'
4••~:!o
a:.a:.e:.
h.~~ p~
302.6
Auger Refusal

TEST BORING RECORD
BORING NUMBER B-27
DATE(s) DRILLED 9/3/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
~'~ Mosher Engineering, Inc. l

DEPTH
(~•)
0.0
0.2
8.0
12.0
20.0
TEST BORING RECORD
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(~,~ aLOwsIFT
~~n n „ ,n ~n an en an nn inn
To soil and Roots ~ .~ ~~ ~~ 319.8
Firm Brown Fine Sandy SILT -
ft t
S
o
o ,, ,,,,
Alluvial

Note: Samples Wet .~ ~, .~
,
~
~ ~ 4
.~ ~, ,~
,, SZ
,~ ~, .~
~~ ~~ ~
• 7
.~ ~, .~
,, ,~ ~,
,~ ~, ,~
,, ,~ ~,
~~ ~~ ~~ • 6
~~ ~ ~~
312.0
Very Firm Silty Fine to Coarse SAND with ~ '
Gravel -Alluvial '~ ~-'~
Note: Sample Wet ~~'~ ~~
~ 27
,, ,, ,,
.~ ~, ,~
,, ,~ ~,
,~ ~, .~
308.0
Partially Weathered Rock When Sampled ^~:`.:;
i

Becomes Reddish Brown Fine Sandy :.a .p..
A:~4ar
4~~,
SILT 4:: a •'s
•
a' ~4~'':
>
50/0
1
.9•y:.
b' C'i ~: .
Rti ¢ 4;
~9r' i .
tl`.A .e•.
j~4.4 :b
9: •i: q.
a'
.a s y.
A~ ;&:
~~
~
q.,~., ,

• Q•.i::
'
a•:o:.e

:; '°~ iL
~~:~4`~
4
~o
ti
p
Ai'4:a
4•.i: a
'
~~
~
:
~ a
°
^,~~a:
a'~
°
~
>
50/0.1
Note: No sample recovery from 18.5' to 4
'
'
R •a d~
20' sample interval
„.,...
p`~:.
~~~~ ~"
a~~¢ed.~ 300.0
Boring Terminated
CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
BORING NUMBER
DATE(s) DRILLED
PROJECT NUMBER
PROJECT
PAGE -1 OF 1
B-101
9/3/2005
05.087.GE
Parcel J Infrastructure
Mosher Engineering, Inc.

DEPTH
(FT•)
0.0
0.3
6.0
9.5
20.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(~,) B~ows~FT
~~n n n ,n ~n an an an an inn
To soil and Roots • '{ '~ ~'
,, ~, ,~
319.7
Soft Brown Fine Sandy SILT -Alluvial

Note: Samples Wet ,, ,~ ~,
-
,, ,, ,,
~, ,~ ,, • 2
,~ ~, ,~ ~
,, ~, ,, -
SZ
,, ,, ,,
'' `"' • 2
,~ ~, .~

,, ,~ ~,
314.0
Firm Brown Silty Fine to Coarse SAND ' ' `'
with Gravel -Alluvial '~ ~-''
16
Note: Sample Wet ~~~, ,~ •
,, ,~ ,,
.~ ~, .~
,, ,~ ~,
310.5
Partially Weathered Rock When Sampled b9:a~~; > 50/0.4
Becomes Reddish Brown Fine Sandy R::6:.;4:
. q.,~. p.
SILT °~~^•~"
. P:.:
,
o: a;::a:
~
p gip.
b
R ~: 4 ~'~
`9•.i .v.
tl., P .e'.
A ~.:tr' d;
. 9•y: q
ti,, o:l b

.q.y :s.
°`' ~'`~~ `~
n~,p: a
> 50/0.3
Ai:~~d`'
b~~P ~'Y:
R ~ :4 d.~
. q.,y.: .
.
~
.,a ;e
Ri:¢a
• 9••i '!.
'R,: ~.¢.
a..:
~: ;6 d:
4•.i: ^'
d.•a :e.
R'e'w ~~'
•9: •i "!
C'.atp•,
Ri:4s

"`'a' "~' > 50/0.1
R•~4`
i-:
:0'
A
,
'``~~"~°`
300.0
_ ____
Boring Terminated
TEST BORING RECORD
CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
BORING NUMBER
DATE(s) DRILLED
PROJECT NUMBER
PROJECT
PAGE 1 OF 1
Mosher En;ineerin~, Inc.
B-102
9/2/2005
05.087.GE
Parcel J Infrastructure

DEPTH
(PT•)
0.0
0.1
6.0
9.5
15.6
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(~.) a~ows~FT
~~n n n ~n ~n zn an an stn inn
To soil and Roots • ~ ~ ~' 319.9
Very Soft to Firm Brown Fine Sandy SILT ~, ,~ ~,
-Alluvial ,~ ~, ,~
Note: Samples Wet ,
, , 1
, ,
,
-
•
.~ ~, ,~
,, ,~ ~,
,~ ~- ~~ SZ
,, ,~ ~,
• 5
~,, ~
,, ,~ ~,
~!'~ ~' 314.0
Firm to Hard Tan and Brown Silty Fine to `-'' `'
Medium SAND -Alluvial '~ `"~ 20
,~ ~, .~
,, ,~ ,,
,~ ~, .~
,, ,~ ~,
310.5 39 ~

Partially Weathered Rock When Sampled y;t~a: a~
4.:; q.

Becomes Brown Fine Sandy SILT R::~:4:
'
a
• 4: •i
b••6: s';
~:.~ a,.
yi::4' d:
• q•.y ^..
i':p :p•.
Di ;4 4:
a9;a~.e
p:•4;~dt
q..i; r.
a•
.•
:.A
.
•
o
:
^a~ ~ Y~ > 50/0.3
ti; d•: n';

4,,p. ~
P~ :~! 4-'
u•:a:.o.
"' a;d:
304
4
.
Auger Refusal

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD l
BORING NUMBER
DATE(s) DRILLED
PROJECT NUMBER
PROJECT
`PAGE 1 OF 1
Mosher Engineering, Inc.
B-103
9/3/2005
05.087.GE
Parcel J Infrastructure

DEPTH
(~•)
0.0
0.2
6.0
12.0
17.0
20.0
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~,) BLOws~Fr
'~7n n n ~n ~n zn en s;n stn Inn
To soil and Roots ~ ~ ,~ ~~ 319.8
SILT -Alluvial
Soft Brown Fine Sand
y ,, ,, ,,
Note: Samples Wet
,~ ~, ,~
~~ ~~ ~~ • 2
~~ ~, ,~
,, ,~ ,,
,~ ~, .~
,, ,~ ~,
• 2
,~ ,, ,~
,, ,~ ~,
,~ ~, ,~ 314.0
Partially Weathered Rock When Sampled aa~~`va > 50/0.4
Becomes Reddish Brown Fine Sandy R::~°d:~
SILT .a.~,~
Y}p:.e'~
A~ :4'`~'
• ~+~: p
b•:d..a:
pi:'4.:d:
4.: • •'m

~..4'a,
"~~° ~"~~ > 50/0.1
t••~:~.

Note: No sample recovery at 8.5' to 10' ji:'4 6

a•.a .y
`4~~~'" _
"
sample interval d:;;,p.
4
.:a ~ y:
. q.y: q
~:qaA:. :
~
=
'°r
A ~~~°">
308.0
Very Hard Reddish Brown Fine Sandy
SILT
• 66

303.0
Partially Weathered Rock When Sampled ;~~e.
Becomes Reddish Brown Fine Sandy ~ ~°`~
SILT .q.~'~~ a
~
R:: ae}:
~
. q.y;~;v > 50/0.1

R ;h h;
9•ti=

..q;..,,
"'~"~°~ 300.0
----------------------
Boring Terminated
CONTRACTOR: Bore and Core
DRILL RIG: Mobile 8-53-ATV
TEST BORING RECORD
BORING NUMBER B-104
DATE(s) DRILLED 9/3/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering, Inc

DEPTH
(~-)
0.0
8.0
11.5
17.8
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~_) aLOws,Fr
~~~ n n ~n ~n ~n an an an inn
Firm Brown Fine Sandy SILT -Alluvial ~ '
Note: Samples between 3' and 11.5' are '~ ~"~
wet ~` ~~ ~~
~' '~ ~' • 8
.~ ~, ,~
,~
.~ ~, ,~
,, ,~ ~,
,~ ~, ,~ • 5
~, ,, ~,
~
,~ ~ ~
~, ,~ ~,
,~ ~, .~
-
•
7
~, ,~ ,,
~~ ,~ 314.0
Dense Tan and Brown Silty Fine to -
Coarse SAND with Gravel -Alluvial '~ ~'!~
~~ ~' ~~ 32
,, ,, ~,
,~ ~, ,~
,, ,~ ,,
310.5
Partially Weathered Rock When Sampled R~:~~°:;
Becomes Reddish Brown Fine Sandy i~c:s:.,a:~
SILT 9 ~~• p
jii ;h4:
. q..y: ,•r,.
ti 4r.~ 6:
'P
,
a9};1yo'~.
>
50/0.3
pi ;h 4;
Y..a +e.
Ri;r; d•~
.
9.
~ q.
.
y
a•.a.:oy
4 5;•
•9•y~.y.
Y••P'i P
~:'
~: ~:
,
'
•a
:
:
• q.,y; a.
i•:a :p :.
''4'
y'
'
~
:•
q
.v.
:
i~:a~:e~:
304.2
Auger Refusal

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-105
DATE(s) DRILLED 9/3/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1 ,
Mosher Engineering, Inc

DEPTH
(FT.)
0.0
5.0
8.0
15.3
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~,) BLOwsi~
'~~~ n n ~n ~n sn an ~n sn inn
Soft Brown Fine Sandy SILT -Alluvial
~, ,~ ~,
.~ ~, ,~
~' ~` ~' • 4
,~ ~, .~

,~ ~, .~
,, ,~ +,
,~ ~, ,~ • 2
- 317.0
Very Firm Silty Fine to Coarse SAND with ~-' ~'
Gravel -Alluvial '~ ~-'~
,~ ~, .~
~' '` ~' • 22
,~ ~, ,~
,~ 314.0

Partially Weathered Rock When Sampled y~•4::4;
4.:;: ~.
'

Becomes Reddish Brown Fine Sandy ~a •>t
°
R;:~s:.
>
50/0.3
SILT 9•~ ~~
P; :~ s`.
a9;a b~:
::a a
i
4
°
a
A;;46;
.9•y .M
i•.a `p'.
ki.¢-~~~
~..~: N.
Y•.a+0'~
~:'~ ,4,'
4•.,;
A 3L
I
Note: No sample recovery from 13.5 to 4: q
:;:;:,o;. > 50/0.1
15' sample interval '`;;
•
•Pi P:
d
i.6 :~.'
R
,
p• •Y
~'~:~~~ b' 306.7
Auger Refusal
No Groundwater Encountered

+
CONTRACTOR: Bore and Core
+ DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-106
DATE(s) DRILLED 9/3/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering, Inc.

DEPTH
(~•)
0.0
0.2
7.0
12.9
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~,~ B~ows~Fr
~~~ n n ~n ~n ~n en an Rn inn
To soil and Roots ~ , ,~ ~ 321.8
Stiff Tan and Brown Fine
Sfiff to Ve
ry ,, ,,,,
Sandy SILT -Alluvial
,~ ~, .~

,~ ~, .~
~, ,, ~,
,, ~, ,~
-
,,,,
,, i
• 15
.~ ~, .~
,, ,, ,,
.~ ~, ,~
~, ,~,,
315.0 > 50/0.5
Partially Weathered Rock When Sampled ~`;:::q
4 ~

Becomes Brown and Light Gray Fine .'a' •,,
;~;:4~±:
Sandy SILT •.9.:~..e.
•.y:
~
'`~
¢``•
• 50/0.3
a.a :e
;
$
~
~~;
.
d~'A•~ A:
hr;aa
..4.i....v..
a';'.
jic, ;4 a

A: ;4::d:
' d••I .V.
P
.
e.
R•: a'a
• 9•ti; ro.
a-:a.:vy
Rt;a¢
..4•i :r.
„~a~~ 309.1
Auger Refusal

CONTRACTOR: Bore and Core
DRILL RIG: ~ Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-107
DATE(s) DRILLED 9/1 /2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering, lnc.

t
DEPTH
~~•)
0.0
0.3
6.0
8.0
13.2
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
~~,) BLOWS/FT
a~~ n n ~n ~n 'en an an an inn
To soil and Roots • ; ;;~•;; 321.7
Stiff to Firm Brown Fine Sandy SILT -
Alluvial ~~ ~~ ~~
,~ ~, .~
,, ,~,, 9
,,,, ,~
,, ,,,,
,~ ~, .~

,~ ~, .~
,, ,~ ~,
316.0 ~
Very Stiff Tan and Gray Clayey SILT with
Fine to Coarse Sand and Gravel
~ 17
Note: Sample Wet
314.0
~
Partially Weathered Rock When Sampled ha:q '
Becomes Brown Fine Sandy SILT
R:•~::
~`~ ~''
.4.:. • :
;a': x.
) 4
50/0
.
.q.:j r
ti.;~ ;y:
r
:
S
A
:4
~
.:q.y, v
.y.%: N
i~ P'i Y:
R~:4d`
.q.,; m.
d.,; .r,.
itip:.y.
A~ ,h;~
q••~' ~•
`~`°~~~"~: 308.8
Auger Refusal

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-108
DATE(s) DRILLED 9/1/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering, lnc.

DEPTH
(~'•)
0.0
0.2
3.0
6.0
8.0
12.9
TEST BORING RECORD
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(~,) e~ows/Fr
'~7R n n ~n ~n sn an ~n an 1oA
To soil and Roots • . ~~ ~ 327.8
Very Stiff Tan Fine Sandy SILT -Alluvial ,
,,
, ,
,
,~ ~, ,~

~~ ~~ ~~ 325.0
Very Stiff Tan and Gray Clayey SILT with `-'' `
Fine Sand -Alluvial '~ ~-'~
.~ ~, .~
•
16
1
,, ,~ ~,
,~ ~, ,~
322.0
Very Stiff Brown Silty Fine to Medium '-' ''
SAND -Alluvial '' `"'
• 18
,~ ~, ,~
~~ ~"~ 320.0
Partially Weathered Rock When Sampled qP ~
Becomes Purplish Brown Fine Sandy ~:~~.:¢ ~ 50/0.3
SILT ¢•

P .•..

i}a:~e•
i~i:a~4`•
•.4ager,.

e4:~~e
a:.•
R::h6~
+:~ p 315.1
Auger Refusal

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
BORING NUMBER
DATE(s) DRILLED
PROJECT NUMBER
PROJECT
PAGE 1 OF 1
Mosher Engineering, Inc.
B-109
9/2/2005
05.087.GE
Parcel J Infrastructure

DEPTH
(~•)
0.0
0.2
3.0
6.0
8.0
12.6
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~,) B~owsiFr
~~Q n n ~n ~n zn an an an inn
To soil and Roots , ,~ , 327.8
Very Stiff Tan Fine Sandy SILT -Alluvial ,
, ,
, ,
,
,~ ~, ,~

~~ ~~ ~~ 325.0
Very Stiff Tan and Gray Clayey SILT with ~ ~ ~'
Fine Sand -Alluvial '~ ~"~
.~ ~, ,~
29
~~ ~~ ~~
1
~,,, ~, -
.322.0
Hard Gray Clayey SILT with Fine Sand
42
320.0 ~
Partially Weathered Rock When Sampled '~q~~p; > 50/0.3

Becomes Brown Fine Sandy SILT . ..vi
R4"~~
i`h~b':

4•~;; ~
~•:A :e•.
pi'4 ~¢f
tiQP~ ea.
~~'?~*~'
q..y; ^!

A~:4a`
{.,:
a•:;: _e~
~••j; b
`'°~~' 315.4
Auger Refusal

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-110
DATE(s) DRILLED 9/2/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering Inc.

DEPTH
(~'•)
0.0
3.0
6.0
8.0
12.0
16.6
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~.) B~ows,FT
~~R n n ,n ~n ~n an an sn goo
Stiff Brown Fine Sandy SILT -Alluvial ~'' ~'
~, ,, ~,
.~ ~, .~
,, ,~ ~,
-
11
,~ ~, ,~
325:0
Firm Brown Silty Fine to Medium SAND - ~ '
Alluvial '' ~"'
.~ ~, ,+
-
•
13
1.
,, ~, ,, -
,~ ~, ,~
322.0
Very Hard Brown Fine Sandy SILT
> 89/0.8
~~ ~~ ~ 320.0

Partially Weathered Rock When Sampled
'~<p:=~: > 50/0.3
Becomes Brown Fine Sand SILT
Y ~:~4:±
..{y a.
A:'6! ~6
Y~'a~:o .
Ai;~'~`
.9.: v.
d.'A?: P
^:'~d:
q..,; .y.
'''"`~'`
j, _: 4 6:'
:9•.i * a
it a!: ~:
~: ~Y::

316.0
Very Hard Purplish Brown Fine Sandy
SILT
> 77/0.7
~ :~ 311.4
Auger Refusal

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-111
DATE(s) DRILLED 9/2/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering, Inc.

DEPTH
(FT•)
0.0
0.2
3.0
6.0
14.7
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
~~Q n n ,n ~n zn an an an inn
To soil and Roots ~ . -• ~ 327.8
Firm Brown Fine Sandy SILT -Alluvial ,
, ,
, ,
,
,~ ~, ,~
~. ~~ ~. • 5
,~ ~, ,~
325:0
Firm Brown Fine to Medium Sandy SILT ~ '
with Gravel -Alluvial '~ ~"~
,~ ~, ,~
•
8
~
,,,, ,,
322.0
Partially Weathered Rock When Sampled Rt°: > 50/0.3
Becomes Brown and Tan Fine Sandy ;~: ~~:~
SILT `9°"~°
j;i'4:dr

.:ga~.sr
ie' ;4:~4
.4..y..q
°'"~'~~
> 50/0.4
's
6'
j
:
~~ :~;: a:
• q.,~. q.
Y~'A'J v
Ai•6:i4:

}i: ;4 s6
q..,; v.
as
;s;
q..,; H.
a•:a:.e~

P4;~: > 50/0.3
/++
~4q!>
~
°q• %
° 313.3
A
R
f
l
uger
e
usa

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-112
DATE(s) DRILLED 9/2/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1 ~
Mosher Engineering, Inc.

DEPTH
(FT.)
0.0
0.2
3.0
6.0
12.8
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~,) s~ows~Fr
~~a n ~ ,n ~n zn an an An inn
To soil and Roots ~ .~ -• ~ 358.2
Firm Brown Fine Sandy SIL7 -Alluvial ,
,,
, ,
,
,~ ~, .~
,, ,~ ~, ~ 8
,~ ~, ,~
355:4
~
Very Loose Brown Silty Fine to Medium ~-' ~'
SAND -Alluvial '~ ~"~
.~ ~, .~
-
~
3
SZ
,, ~, ,, -
,~ ~, .~
352.4 > 1
50/0
Partially Weathered Rock When Sampled ^a`":' .
Becomes Brown Fine Sandy SILT k:~~:°4
b,'Q~ ~p .
A ~'a ~~~
a4.p~ ox

a4a~:ep.
.
:
~:
>
50/0
2
.
.
,
.;;ss
•9•:j `:y .
°": a ~ a':
pi•4::d:
• 4•.i: m.
'd:'
R i'4
;
a9~a~>a
p::4r }
4••;; '!
a•:a r o
;s,.a
q..; p.
R,.~ ¢ .
4~'~~ oa.
"• ~`~ `• 345.6
Auger Refusal

,
CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
1 J
Mosher Engineering, Inc.
TEST BORING RECORD
BORING NUMBER B-113
DATE(s) DRILLED 9/1 /2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1

DEPTH
(~T•)
0.0
0.2
8.5
12.0
13.8
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(FT.) sLOws~Fr
~~o a n ,n ~n 'en an an an inn
To soil and Roots ' . -~ , 359.2
Very Stiff to Firm Brown and Dark Gray ,, ~,,,
Clayey SILT with Fine Sand -Alluvial
~
.~ ~, .
~~ ~~ ~~ • 2
.~ ~, ,~
~, ,~ ~, ~.
.~ ~, .~
~, ,~ ~,
• 7
.~ ~, ,~
~, ,~ ~,
.~ ~, ,~
,, ,~ ,,
~~ ~~ ~~ • 6
~, ,~ ~,
~~ ~~ ~~ 350.9 ~
Stiff Brown Fine Sandy SILT -Alluvial ` '
,, ,~ ~,
- 9
,~ ~, ,~
,, ,, ,,
,~ ~, ,~
~, ,~ ~,
347.4
Partially Weathered Rock "4:b
a

Note: No Sample Recovery .;a..p:
o4:".:*:
~
~
~
:
b
:
"`~6`'~`~~ 345.6 > 50/0.0
Auger Refusal

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-114
DATE(s) DRILLED 9/1 /2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering, Inc.

DEPTH
(~'•)
0.0
8.5
14.1
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(~,) Bt.ows,~r
4~0 n n ~n 9n sn an Rn Rn Inn
Auger Probe to 8.5~Feet
350
5
. ~ 50/0
2
Partially Weathered Rock When Sampled qa~`M; .
Becomes Dark Brown Fine Sandy SILT A:'~ a~
ti4:~~e
P:.:
.
. q.,,..y

. q..i::
h~: 4:Y:'
~
:a~
.:
a9+a %:. .S%
ji: ;4r 4.`~

Note: No sample recovery from 13.5' to :q..y:.x
r9 ~;p
15' sample interval `~:°~~°~~
~'~
" > 50/0.1
'•%' 344.9
Auger Refusal
No Groundwater Encountered

REMARKS: Boring B-14A was offset 15' from B-114
toward B-113
CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER
DATE(s) DRILLED
PROJECT NUMBER
PROJECT
PAGE 1 OF 1~
Mosher Engineering, Inc
B-114A
9/2/2005
05.087.GE
Parcel J Infrastructure

DEPTH
(~•)
0.0
0.2
4.0
8.0
12.4
f
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(~,) B~owsrFT
~c4 a ,. ,n ~n ~n en an an inn
• ~
To soil and Roots ~ -
~~ 358.4
Firm Brown Fine Sandy SILT -Alluvial ,
,,
, ,
,
.~ ~, ,~
,, ,", ~ 6
,~ ,, ,~
~, ,, ~,
`~ ~' `~ 354.6
>
50/0
3
Partially Weathered Rock When Sampled ad>e: .
Becomes Brown Silty Fine SAND with A;:4a
~
Rock Fragments a•.; :
`~~~°~~°`
^:•a;a

R::~¢ > 50/0.2

..q;y: q.
%6;a: =

Ai:srd' _

R. ~ .a.
.4•:i r
°
~ ~

.::~ s;.
'"
"' 350.6
Partially Weathered Rock When Sampled ada~.<e: > 1
50/0
Becomes Reddish Brown Fine Sandy A::4~a:• .
SILT •4,,.
d•:a 'Y:
p: ;6'l

a
R.a~:;
'
.;..y., p

':9.'I b
je: 4 :!~:
4
!'e
a
a
.
b:.~.~a: 346.2
Auger Refusal

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER
DATE(s) DRILLED
PROJECT NUMBER
PROJECT
PAGE 1 OF 1
Masher Enpneerinr, lnc.
B-115
9/1 /2005
05.087.GE
Parcel J Infrastructure

DEPTH
(FT•)
0.0
0.2
3.0
8.0
10.2
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~,) B~ows~Fr
~~q ~ n ~n ~n ~n do Bn an Inn
To soil and Roots ~ ~ -~ ~ 359.1
Firm Brown Fine Sandy SILT -Alluvial ,, ~,,,
.~ ~, ,~
~~ ~~ ~~ • 8
,~ ~, .~
356.3
Firm to Stiff Dark Gray and Brown Fine to ` '
Medium Sandy SILT with Clay and Rock
Fragments -Alluvial ~~ ~~ ~~
.~ ~~ ~~

•

7
1
-
, ~
~, ,~ ~,
,,, ~ ~
~, ,~ ~, 11
~, ~~ ~1 351.3
Partially Weathered Rock When Sampled

Becomes Brown Fine Sandy SILT with
Rock Fragments ~:~~;
i;~a ~e:
i::~a;a
.~c~,..~
°~~a •a:
~;~a s:
. q.:: p.
C
p
>
50/0.1
..
.e..
;x:4:4: 349.1
Auger Refusal

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-116
DATE(s) DRILLED 9/1/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering, Inc.

DEPTH
(~•)
0.0
0.3
6.5
16.2
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~,) e~ows~Fr
~~F F n 1n 7n 3n do RO AO 100
To soil and Roots ; ,;~ ~; 335.3
Stiff to Very Stiff Tan and Brown Fine
Sandy SILT -Alluvial ~~ ~~ ~~
.~ ~, .~
,, ,~ ,, 9
,~ ~, ,~
~, ,~ ~,
,~ ~, ,~
~' ~~ ~' 29
,~ ~, .~
,, ,~ ~,
,~ ~, .~
329.1 =
Partially Weathered Rock When Sampled agP~P > 50/0.3
Becomes Reddish Brown Fine Sandy A'4:6
SILT '~~~ ~~
A~ :~' 4•'
a•:
:.a
a
:
a;.~.d''
>
50/0
3
.
R~'¢~4~'
4 ,,

alr.:
° .~
i•.p r p'.
'
R.¢:a
.
i:a .o
y.j~ p.
Ri;sr d;
b9a pp.
pi :4 a:
.q.,y. y.
•A~
.
R, ~ h: 4,.
d..°..e.
A+;4 a.`
> 50/0.1

;i:.a~a;

q
.
4
^
a
,
i
a
R: ;h d:
•.9:yj` b.
R~ a's`~ 319.4
Auger Refusal

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV ~
TEST BORING RECORD
BORING NUMBER B-117
DATE(s) DRILLED 8/31 /2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering Inc.

DEPTH
(~•)
0.0
0.3
6.0
8.0
17.7
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~,) Buows~r
~~G .1 n ~n 7n an en rn An Inn
d R
t
il '
~
oo
s
To so
an ;
;
; 335.1
Stiff Tan and Brown Fine Sandy SILT - -
Alluvial ~
,~ ~, ,~

,, ,
~, ,~ ~,
,~ ~, .+

,+ ~, .~

329.4
Partially Weathered Rock When Sampled 4ggj?p: > 5010.5 1
Becomes Brown Silty Fine to Medium Rq.~d.~
SAND `'~^•`"

:q..~., ~
ijP.: b.: 327.4
Partially Weathered Rock When Sampled b~.~'
Becomes Brown Fine Sandy SILT R9 aa:: > 50/0.3
e'•a •a? rt

j.:'4:}:
q•.% r

.q..yn q
p•;P:
}ei ;4:6`
.q,••i::
a;:¢ `?.
4•.i; •p.
ti•.a :e•.
Ai:6 a;•
. q.y;
a•.p.j a.
A:'4!::
'•q'•yi
"~ ~~:
>
50/0.3
~::~~a:
4••~: p
\.:a r e•.
~A`;4::}
.~y?"!
. P..:
~:•~ a~
.q.: pro.
ji:'W 6:
4,: Psi P~:
)1: ~~ 4:
• q••i:

R;•s;.. }

°: a : °:
R::~:;d:~
317.7
Auger Refusal

CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-118
DATE(s) DRILLED 9/1 /2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
i PAGE 1 OF 1 +
Mosher Engineering, Inc

DEPTH
(FT~)
0.0
3.0
7.9
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
~~,) BLOwsiFr
'~~f1 ~, n ~n ~n zn do Rn Rn 1n0
Brown Silty Fine to Coarse SAND with = ~'
Gravel -Alluvial '~ ~-'~
Note: Sample Wet ~~~..~
'' '"' • 5
,~ ~, ,~
327.5
Partially Weathered Rock When Sampled Td;~q;
4,.p .o•.
Becomes Brown Fine Sandy SILT ``;;~;~: > 50/0.5
i:.A..e
ji; k b:

p •P:
A
`
:
pii'4:.:
•a,
~ M
ji: ;4r:~.' > 50/0.3
..qy
:P .:.
q..y;?q.
p
..:
,
9;.~: i?
"`''`~'` 322.6
Auger Refusal

REMARKS: Boring B-119 was performed in creek bed
CONTRACTOR: Bore and Core
DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-119
DATE(s) DRILLED 9/1/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering Inc.

DEPTH
(FT•)
0.0
0.3
6.0
8.0
12.8
DESCRIPTION ELEVATION • STANDARD PENETRATION TEST
(~.) s~ows,Fr
Z~F n n ~n ~n 3n an an an Inn
To soil and Roots • ;,,;~•;, 334.7
Stiff Tan Fine Sandy SILT -Alluvial
~, ,, ~,
.~ ~, .~
~, ,, ~, • 4
~~ ~, ,~
~, ,, ~,
,~ ~, .~
~, ,~ ~, • 2
.~ ~, ,~
~, ,, ,,
329.0
I
T
L
Very Hard Brown Fine Sandy S
81
. ~~ 327.0
Partially Weathered Rock When Sampled A4::<p'
'
•

Becomes Brown Fine Sandy SILT i
:
.P r e
r;:~`
'9~ ~'~ ` 50/0
5
4••;•~: . .

R:; ass
y..y,
Y,,aj~e
A;'
.~6:'
4
'
.
.
•~}; "!
9
~._a+e.

ti-,•ye•
R='4 d~'
{.: ~ v
0•:a :y :.
p'~~~`:' 322.2
Auger Refusal

~ CONTRACTOR: Bore and Core
-~ DRILL RIG: Mobile B-53 ATV
TEST BORING RECORD
BORING NUMBER B-120
DATE(s) DRILLED 9/3/2005
PROJECT NUMBER 05.087.GE
PROJECT Parcel J Infrastructure
PAGE 1 OF 1
Mosher Engineering, Inc.