HomeMy WebLinkAboutGeoTech Report BNSF Crossings - Auburn- Final.pdf________________________________________________
3213 Eastlake Avenue East, Ste B
Seattle, WA 98102
Tel (206) 262-0370
Geotechnical & Earthquake
Engineering Consultants
September 5, 2014
Project No. 13-197
Mr. Randy Raymond, P.E.
Parametrix
1019 39th Avenue SE, Suite 100
Puyallup, Washington 98374
Subject: Geotechnical Engineering Report
BNSF ST2 Track Improvement Project
Auburn, Washington
Parametrix Project No. 216-1931-023
Dear Mr. Raymond,
As requested, PanGEO, Inc. completed a geotechnical engineering study to support the design
and installation of utility casings in the Burlington Northern Santa Fe (BNSF) right-of-way in
Auburn, Washington. It is our understanding that the casings will be installed using trenchless
methods. The results of our study and our recommendations are summarized in the attached
report.
Based on the results of our subsurface exploration program, the utility casing alignments are
expected to encounter loose to soft alluvial deposits and a shallow groundwater table. We
anticipate the excavation for the jacking and receiving pits can be shored using sheet piles or
trench boxes and steel sheets, depending on the contractor’s configurations. Dewatering can
likely be accomplished using sumps and pumps or well points.
We appreciate the opportunity to assist you with this project. We are available to meet to discuss
our findings at your convenience.
Sincerely,
Siew L. Tan, P.E.
Principal Geotechnical Engineer
i
TABLE OF CONTENTS
1.0 INTRODUCTION................................................................................................................... 1
2.0 SITE AND PROJECT DESCRIPTION ............................................................................... 1
3.0 SUBSURFACE EXPLORATIONS ....................................................................................... 2
4.0 LABORATORY TESTING ................................................................................................... 3
5.0 EXISTING PAVEMENT SECTIONS .................................................................................. 3
6.0 SUBSURFACE CONDITIONS ............................................................................................. 4
6.1 SITE GEOLOGY AND SOILS ..................................................................................................... 4
6.2 GROUNDWATER ..................................................................................................................... 5
7.0 CONCLUSIONS AND RECOMMENDATIONS ................................................................ 5
7.1 PIPE JACKING ......................................................................................................................... 5
7.2 EXCAVATION SUPPORT AND SHORING ................................................................................... 7
7.3 DEWATERING ......................................................................................................................... 8
7.4 JACKING AND RECEIVING PIT SUBGRADE .............................................................................. 9
7.5 JACKING AND RECEIVING PIT BACKFILL ................................................................................ 9
7.6 SETTLEMENT MONITORING .................................................................................................... 9
8.0 LIMITATIONS ..................................................................................................................... 10
9.0 LIST OF REFERENCES ..................................................................................................... 12
LIST OF FIGURES
Figure 1 Vicinity Map
Figures 2A to 2D Site and Exploration Plans
LIST OF APPENDICES
Appendix A Summary Boring Logs
Figure A-1 Terms and Symbols for Boring and Test Pit Logs
Figures A-2 to A-8 Boring Logs (BH-1 to BH-7)
Appendix B Photos of Select Soil Samples
Figures B-1 to B-6
Appendix C Laboratory Test Results
Figure C-1 Grain Size Distribution
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GEOTECHNICAL ENGINEERING REPORT
BNSF ST2 TRACK IMPROVEMENT PROJECT
AUBURN, WASHINGTON
1.0 INTRODUCTION
As requested, PanGEO completed a geotechnical engineering study to support the design and
installation of utility casings in the Burlington Northern Santa Fe (BNSF) right-of-way in West
Main Street, 3rd Street Northwest, 29th Street Northwest, and 37th Street Northwest in Auburn,
Washington. Our work included conducting a site reconnaissance, advancing seven test borings,
completing a laboratory testing program, and developing the conclusions and recommendations
presented in this report.
2.0 SITE AND PROJECT DESCRIPTION
The project will consist of installing utility casings in the north-south trending BNSF right-of-
way at West Main Street, 3rd Street Northwest, 29th Street Northwest, and 37th Street Northwest
in Auburn, Washington (see Figure 1, Vicinity Map). The new steel utility casings will range
from approximately 20 to 56 inches in diameter and will accommodate City of Auburn water,
sanitary sewer, and storm drain utilities. The casings will likely be installed using jack and bore
construction methods. The design and placement of the casings will follow the BNSF guidelines
for utility crossings, which require underground utility crossings under railroad tracks have a
minimum depth of cover of 5½ feet below the base of the rail (BNSF Utility Accommodation
Policy, 2011).
Our understanding of the proposed casing installations at each BNSF right-of-way crossing
follows:
West Main Street – An approximately 100-foot long, 20-inch diameter steel casing will
be installed to accommodate a new water main. The invert of the casing is anticipated to
be on the order of 8 to 9 feet below grade at the jacking and receiving pits, respectively.
3rd Street Northwest – Install two approximately 100-foot long, 32-inch diameter casings
to accommodate sanitary sewer and storm drain utilities. The casing inverts are
anticipated to be on the order of 7½ to 8 feet below grade at the jacking and receiving
pits. The existing grade between the jacking and receiving pits rises between
approximately ½ to 1½ feet such that the BNSF minimum depth of cover of 5½ feet
should be met.
29th Street Northwest – Extend an existing water main casing approximately 15 feet west.
We understand the existing casing extends on the order of 7 to 8 feet below grade.
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September 5, 2014
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37th Street Northwest – Install an approximately 120-foot long, 24-inch diameter steel
casing to accommodate a new water main and an approximately 90-foot long, 56-inch
diameter casing to accommodate a storm drain pipe. The casing invert at the jacking and
receiving pits is anticipated to be on the order of 12 to 14 feet below grade.
As currently planned, the jacking pits will measure approximately 40 feet long by 10 to 12 feet
wide and the receiving pits will measure approximately 10 feet square.
3.0 SUBSURFACE EXPLORATIONS
Between October 3rd and 5th, 2013, seven test borings (BH-1 to BH-7) were drilled at the
approximate locations shown on Figures 2A to 2D. The borings were located in the field by
taping from existing site features. All of the borings were advanced to a depth of 21½ feet below
the existing grade.
Borings BH-1 to BH-4, and BH-7 were drilled using a limited access mini track-mounted drill
rig owned and operated by Boretec1, Inc. of Bellevue, Washington. Borings BH-5 and BH-6
were drilled using a Diedrich D-50 limited access track-mounted drill rig owned and operated by
Holocene Drilling, Inc. of Puyallup, Washington. Borings BH-1, BH-2, and BH-4 to BH-6 were
drilled using 6-inch outside diameter augers, and BH-3 and BH-7 were drilled using 8-inch
outside diameter hollow stem augers to allow for installation of groundwater monitoring wells.
Soil samples were obtained from the borings at 2½- and 5-foot depth intervals in conjunction
with Standard Penetration Test (SPT) sampling methods in general accordance with ASTM test
method D-1586, in which the samples are obtained using a 2-inch outside diameter (OD) split-
spoon sampler. The samplers were driven into the soil a distance of 18 inches using a 140-pound
weight falling a distance of 30 inches. The number of blows required for each 6-inch increment
of sampler penetration was recorded. The number of blows required to achieve the last 12 inches
of sample penetration is defined as the SPT N-value. The N-value provides an empirical
measure of the relative density of cohesionless soil, or the relative consistency of fine -grained
soils.
A geologist from PanGEO was present during the field exploration to observe the drilling, to
assist in sampling, and to describe and document the soil samples obtained from the borings.
The soil samples were described using the system outlined on Figure A-1 in Appendix A. The
summary boring logs are included in Appendix A. Photographs of select soil samples are
presented in Appendix B. In addition, a geologist from Sound Earth Strategies was also onsite to
collect soil and groundwater samples for environmental testing while drilling BH-2 and BH-3,
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which were located in 3rd Street Northwest. The results of the environmental testing will be
provided by Sound Earth Strategies in a separate report.
Two-inch diameter groundwater monitoring wells were installed in BH-3 and BH-7 to
subsequently monitor groundwater levels. The groundwater monitoring wells will need to be
decommissioned per the Washington State Department of Ecology’s standards prior to or during
construction.
4.0 LABORATORY TESTING
Laboratory tests consisting of grain size analyses were performed on representative samples
obtained from the borings. The grain size analyses were performed in general accordance with
ASTM D-422. Where appropriate, the test results are displayed on the summary boring logs
presented in Appendix A. The laboratory test results are included in Appendix C.
5.0 EXISTING PAVEMENT SECTIONS
All of the borings were drilled in the existing roadways. Our measurements of the existing
pavement sections at the boring locations are provided in Table 1 below.
Table 1- Existing Pavement Sections
Boring Location
(Street)
Asphalt Thickness
(inches)
Concrete Thickness
(inches)
Crushed Rock
Base
Thickness
(inches)
BH-1 (W Main St) 6 0 Not observed
BH-2 (3rd St NW) 2 6½ 6
BH-3 (3rd St NW) 15 6 0
BH-4 (29th St NW) 9 0 0
BH-5 (37th St NW) 5 0 0
BH-6 (37th St NW) 5 0 2
BH-7 (37th St NW) 2½ 0 0
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6.0 SUBSURFACE CONDITIONS
6.1 SITE GEOLOGY AND SOILS
Review of the geologic map of the Auburn quadrangle indicates that the surficial geologic unit in
the vicinity of this project is alluvium (Map Unit Qaw, Mullineaux, 1965). Mullineaux describes
the alluvium as coarse and medium sand overlain by thin silt, clay, and peat deposits. Fill
material has likely been placed over the alluvium as a result past development.
The results from our subsurface exploration program indicate that the subsurface conditions at
each utility crossing are relatively consistent and encountered a surficial layer of fill material
overlying interlayered alluvial sand and silt. The following is a description of the soils
encountered at each of the BNSF crossing locations. Please refer to the boring summary logs in
Appendix A for additional details.
W Main Street Crossing (BH-1) – Underlying the pavement at BH-1, 2 feet of medium
dense granular fill overlying very loose silty fine sand to very soft silt and very soft peat
was encountered to approximately 12½ feet below grade. Medium dense silty to
relatively sand was encountered from approximately 12½ feet below grade to the
maximum exploration depth of 21½ feet below grade.
3rd Street NW Crossing (BH-2 & BH-3) – Underlying the pavement at the borings in 3rd
Street NW, granular fill was encountered to 5 feet below grade at BH -2 and 4½ feet
below grade at BH-3. In general, the granular fill was underlain by very loose to medium
dense alluvial sand with a varying fines content. However, at BH-2 a layer of very soft
organic silt was encountered from approximately 6½ to 11½ feet below grade. This
organic silt layer was not encountered in BH-3.
29th Street NW Crossing (BH-4) – Underlying the pavement at BH-4, loose poorly
graded gravel with sand granular fill was encountered to 3 feet below grade. Underlying
the granular fill, an approximately 4½-foot thick layer of very loose silty fine sand to
sandy silt was encountered overlying very soft to soft silt that extended from 7½ feet to
20 feet below grade. Underlying the silt layer, loose to medium dense silty fine sand was
encountered to the maximum exploration depth of 21½ feet below grade.
37th Street NW Crossing (BH-5 to BH-7) – At the 37th Street NW crossing, 5 to 6 feet of
medium dense to very dense granular fill consisting of poorly graded gravel with silt and
sand was encountered underlying the pavement at each of the borings. Underlying the
granular fill, a 4- to 5-foot thick layer of loose to medium dense layer of silty fine sand to
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poorly graded sand with silt was encountered to approximately 10 feet below grade.
From 10 feet to 20 feet below grade, very soft to soft silt with occasional fine organics
and fine sand seams was encountered. Underlying the silt layer, very loose to medium
dense silty to clean sand was encountered to the maximum exploration depth of 21½ feet
below grade.
6.2 GROUNDWATER
The groundwater table was encountered in all test borings, generally between 5 and 7½ feet
below grade at the time of drilling. Subsequent monitoring of the water level in the BH-3 and
BH-7 groundwater monitoring wells on October 5, 2013, yielded groundwater levels of 6.9 and
6.3 feet below grade, respectively.
Based on our observations of the soil samples, evidence of seasonal groundwater level highs
such as iron oxide staining were typically observed ½ to 1 feet above the groundwater level
encountered at the time of drilling. As such, during winter-spring months, the water level may
be as shallow as about 4½ to 6 ½ feet below grade.
It should be noted that groundwater elevations may vary depending on the season, local
subsurface conditions, rainfalls, and other factors. Groundwater levels are normally highest
during the winter and early spring.
7.0 CONCLUSIONS AND RECOMMENDATIONS
7.1 PIPE JACKING
We understand that the design team plans to use pipe jacking to install the approximately 20- to
56-inch diameter, 90- to 120-foot long steel casings beneath the existing railroad tracks. Pipe
jacking is a trenchless technique for installing an underground pipeline where open excavations
are not feasible or appropriate. Pipe jacking installs a continuous string of casing by jacking
against a reaction block in the jacking pit to advance the casing sections. The contractor should
select the pipe jacking machine most suitable for the subsurface conditions anticipated. To assist
the pipe jacking contractor in the selection of installation equipment for this project, photos of
the soil samples from the proposed casing alignment elevation are included in Appendix B.
The casing inverts are anticipated to be in the range of 7½ to 14 feet below grade at the jacking
and receiving pits. It appears that the minimum 5½-foot cover between the casings and railroad
tracks will be maintained at all locations. Based on the borings drilled at the BNSF crossings,
the pipes will be jacked through very loose to loose silty to relatively clean fine sand and very
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soft to soft silt (alluvium). Wood and peat lenses may be present within the alluvium. Seasonal
groundwater fluctuations are anticipated to be in the range of about 4½ to 6½ feet below grade
during the winter-spring months; groundwater level in the summer months may be
approximately a foot lower. Based on the subsurface conditions observed in the test borings, it is
our opinion that pipe jacking should be feasible.
Based on the anticipated casing invert depths, the jacking and receiving pits will likely be less
than 10 feet deep at the West Main Street and 3rd Street NW crossings, and the jacking and
receiving pits at the 37th Street NW crossing will likely be on the order of 14 to 16 feet deep.
The design of temporary shoring systems, in addition to determining the required size and depth
of the jacking pits, should be the responsibility of the contractor. In addition, the contractor
should determine the number and capacity of jacks required, based on anticipated soil types, pipe
size, and jacking distance.
The typical construction sequence for pipe jacking begins with excavation of pits on each end of
the jacked section, and construction of temporary shoring for the pit walls. Temporary shoring
considerations are discussed in Section 7.2 of this report. A steel or wood jacking abutment is
then installed against the far wall of the jacking pit, followed by the installation of the hydraulic
jacks and a jacking frame.
Once the jacking pit has been prepared, the first section of pipe is attached to the rear of a
tunneling shield, lowered into the pit, positioned on the jacking frame, and jacked forward.
Excavation is performed by advancing the pipe casing and then removing the material from
within the jacked section of pipe. The succeeding section of pipe is then lowered between the
jacks and the lead pipe and jacked forward. The excavation, soil removal, pipe insertion, and
jacking sequence is repeated until the lead section of pipe enters the receiving pit.
The contractor should anticipate the need for dewatering, as discussed in Section 7.3. During
construction, the groundwater level should be lowered to at least 2 feet below the bottom of the
jacking and receiving pits. Dewatering may also be needed along the pipe alignments, to prevent
blowouts in the casings due to excessive hydrostatic pressure. We recommend that the contract
documents require the contractor to submit a dewatering plan prior to construction, for review
and approval by the project engineer. Additional recommendations relative to dewatering can be
made following observation of the jacking pit excavations.
Bentonite slurry/synthetic polymers may be pumped between the tunneling shield and the outside
of the pipe to reduce frictional resistance if approved by BNSF. BNSF does not permit the use
of water under pressure jetting or puddling to facilitate jacking operations. Once the jacking
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operation begins, the operation should be as continuous as possible, thereby reducing the
tendency of the casing to “set” when forward motion is interrupted. After the casings have been
jacked into their final positions, any voids created outside of the casing should be filled with a
pumpable grout. Per BNSF, all voids or abandoned holes caused by jacking are to be filled by
pressure grouting. The grout material should be sand cement slurry with a minimum of two (2)
sacks of cement per cubic yard and a minimum of water to assure satisfactory placement (Part 3 ,
Section C.5, Casing and Pipeline Installation, BNSF Utility Accommodation Policy).
7.2 EXCAVATION SUPPORT AND SHORING
It is the contractor’s responsibility to maintain safe working conditions, including temporary
excavation stability. All excavations in excess of 4 feet in depth should be sloped in accordance
with Washington Administrative Code (WAC) 296-155, or be shored. Given the loose/soft
subsurface conditions, shallow groundwater table, and the lack of adequate space for temporary
excavation slopes, excavation shoring will be needed.
‘Running sand’ conditions could be present when excavating below the groundwater level. As a
result, groundwater should be properly drawn down during construction. General dewatering
considerations are discussed in this report. Provided that the groundwater level is effectively
drawn down to at least 2 feet below the bottom of the excavation, excavation shoring such as
trench boxes and/or steel plates with hydraulic braces are considered feasible for the proposed
project. Other excavation support/shoring methods, including temporary soldier piles with
timber or steel plate lagging or sheet piles, may also be used. An added advantage of using steel
sheet piles is their ability to partially cut off the groundwater flow into the excavation, which
could potentially reduce dewatering efforts, and limit the area of disturbance and sloughing
outside of the excavation areas.
All excavations should be conducted in accordance with all applicable federal, state, and other
local safety requirements. As a minimum, we recommend that all shoring systems for this
project be designed using the geotechnical parameters presented below. The following pressures
are expressed in equivalent fluid pressure:
Active earth pressure: 35 pcf above groundwater table
80 pcf below groundwater table
Allowable Passive Pressure: 200 pcf in alluvial deposits
Where appropriate, a uniform lateral pressure of 80 psf should be used to account for a traffic
surcharge. Lateral loads due to construction equipment traffic or sloping ground conditions
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adjacent to the excavations should also be added to the recommended earth pressures for design
purposes.
The adequacy and safety of the shoring installation should be made the sole responsibility of the
contractor. A qualified geotechnical engineer/shoring designer should be retained by the
contractor to design and evaluate the shoring system used. The excavation support and shoring
system used must comply with all applicable safety requirements.
During construction, the ground adjacent to excavations should be monitored for cracks or dips
and other indications of movements and possible sloughing of the excavation walls. Such
monitoring is particularly critical in areas adjacent to existing structures and utilities.
7.3 DEWATERING
Groundwater was encountered between 5 and 7½ feet below grade in the borings at the time of
our exploration, and based on subsequent groundwater measurements in the monitoring wells
installed at BH-3 and BH-7. We anticipate site excavations will likely be 10 to 16 feet deep.
Therefore, the excavation of the jacking and receiving pits will likely require dewatering. The
design and installation of construction dewatering is the responsibility of the contractor.
However, if steel sheet piles are used as excavation shoring, it is our opinion that the dewatering
can be accomplished with a series of sumps and pumps located inside the sheet pile enclosures.
The collected water can then be pumped from these pits for discharge. The dewatering along the
pipe alignment likely can be accomplished using a series of well points.
The rate of groundwater discharge will largely depend on the groundwater level at the time of
excavation, the depth of excavation, the actual soil conditions (sand vs. silt), the dewatering
systems installed by the contractor, and the sequencing of the excavation. Based on our previous
experience with similar soil conditions, we generally anticipate that the amount of groundwater
discharge to be no more than about 5 to 10 gallons per minute at each crossing.
The selection of equipment and methods of dewatering should be left up to the contractor
provided they are in accordance with the recommendations in this report and the project
specifications. The contractor should be aware that modifications to the dewatering system may
be required during construction depending on the conditions encountered. The dewatering
method selected should have minimal impact on the groundwater level surrounding the proposed
excavations.
Grain size analyses were conducted on select alluvial soil samples. The results of the analyses
are contained in Appendix C. In addition, photos of select soil samples are included in Appendix
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September 5, 2014
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B of this report. The contractor may use the information from the boring logs, laboratory test
results, and the photos to develop a dewatering program for this project.
Lowering of groundwater in fine-grained soils such as silt and clay can often result in ground
subsidence. The alluvial soils encountered in our borings vary from silt to silty sand (see Figure
C-1 for grain size analysis results). As a result, construction dewatering will need to be designed
and executed to minimize the potential for off-site impacts. It is our opinion that the use of
widely-spaced deep watering wells, which has a relatively large radius of influence, is not
appropriate for this project.
7.4 JACKING AND RECEIVING PIT SUBGRADE
We anticipate that, even with proper dewatering effort, the bottom of the jacking and receiving
pits are likely to be wet and potentially unstable. Based on the conditions encountered at our
boring locations, very soft silt, organic silt, or peat, or loose to medium dense silty sand is
anticipated to be encountered at the bottom of the jacking and receiving pits. To provide a
working surface at the bottom of the jacking and receiving pits, the contractor should consider
overexcavating at least 1 foot and backfilling with railroad ballast or crushed rock. In addition,
the use of a geotextile separator fabric such as Mirafi 500X placed at the bottom of the
overexcavation may also be considered.
7.5 JACKING AND RECEIVING PIT BACKFILL
Crushed rock or Gravel Borrow (WSDOT 9-03.14(1)) should be used to backfill the jacking and
receiving pits. The backfill should be compacted to 95% of the materials maximum dry density
in accordance with ASTM D1557. Because the pits will likely extend below the groundwater
table, controlled density fill (CDF) may be used to backfill to the groundwater table elevation
and the remainder of the excavation be backfilled with crushed rock or WSDOT Gravel Borrow.
The procedure to achieve proper density of a compacted fill depends on the size and type of
compacting equipment, soil moisture content, the number of passes, thickness of the layer being
compacted, the presence of groundwater, and certain soil properties. In areas where the use of
heavy equipment may be restricted, smaller equipment can be used, but the soil must be placed
in thin enough layers to achieve the required relative compaction.
7.6 SETTLEMENT MONITORING
Rail elevations over the work area must be monitored at intervals prescribed by BNSF to detect
any track movement. Movements of over one-quarter (1/4) inch vertically shall be immediately
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reported to the BNSF Roadmaster. Due to the danger to rail traffic that is caused by only small
amounts of track movement, BNSF forces may have to be called out to surface the track several
times (from BNSF Utility Accommodation Policy). As a result, baseline monitoring points
should be established in the vicinity of the casing alignment prior to any construction activities.
As a general guideline, we suggest the monitoring points be spaced on an approximately 10 foot
by 10 foot grid and the points should extend about 10 feet perpendicular to both sides of the
casing alignment. The monitoring points should be established both on the tracks and on the
ground surface between the tracks. The elevations of the monitoring points should be checked
daily with an optical survey during casing installation.
The volume of soil removal should be continuously monitored during installation. The actual
volume of the removed soils should be estimated and compared to its theoretical volume as an
indication of excessive soil removal and ground loss. If appreciable loss of soil occurs during
the casing installation, the voids shall be grouted promptly.
8.0 LIMITATIONS
We have prepared this report for Parametrix and the project design team. Recommendations
contained in this report are based on a site reconnaissance, a subsurface exploration program,
review of pertinent subsurface information, and our understanding of the project. The study was
performed using a mutually agreed-upon scope of work.
Variations in soil conditions may exist between the locations of the explorations and the actual
conditions underlying the site. The nature and extent of soil variations may not be evident until
construction occurs. If any soil conditions are encountered at the site that are different from
those described in this report, we should be notified immediately to review the applicability of
our recommendations. Additionally, we should also be notified to review the applicability of our
recommendations if there are any changes in the project scope.
The scope of our work does not include services related to construction safety precautions. Our
recommendations are not intended to direct the contractors’ methods, techniques, sequences or
procedures, except as specifically described in our report for consideration in design.
Additionally, the scope of our work specifically excludes the assessment of environmental
characteristics, particularly those involving hazardous substances.
This report has been prepared for planning and design purposes for specific application to the
proposed project in accordance with the generally accepted standards of local practice at the time
this report was written. No warranty, express or implied, is made.
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This report may be used only by the client and for the purposes stated, within a reasonable time
from its issuance. Land use, site conditions (both off and on-site), or other factors including
advances in our understanding of applied science, may change over time and could materially
affect our findings. Therefore, this report should not be relied upon after 24 months from its
issuance. PanGEO should be notified if the project is delayed by more than 24 months from the
date of this report so that we may review the applicability of our conclusions considering the
time lapse.
It is the client’s responsibility to see that all parties to this project, including the designer,
contractor, subcontractors, etc., are made aware of this report in its entirety. The use of
information contained in this report for bidding purposes should be done at the contractor’s
option and risk. Any party other than the client who wishes to use this report shall notify
PanGEO of such intended use and for permission to copy this report. Based on the intended use
of the report, PanGEO may require that additional work be performed and that an updated report
be reissued. Noncompliance with any of these requirements will release PanGEO from any
liability resulting from the use this report.
We appreciate the opportunity to be of service.
Sincerely,
Steven T. Swenson, L.G. Siew L. Tan, P.E.
Project Geologist Principal Geotechnical Engineer
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9.0 LIST OF REFERENCES
Burlington Northern Santa Fe (BNSF) Engineering Services, May 18, 2011, Utility
Accommodation Policy.
Mullineaux, D. R., 1965, Geologic map of the Auburn quadrangle, King and Pierce Counties,
Washington: U.S. Geological Survey Geologic Quadrangle Map GQ-406, 1 sheet, scale
1:24,000.
WSDOT, 2012. Standard Specifications for Road, Bridge and Municipal Construction,
Washington State Department of Transportation.
Figure No.Project No.
13-197
BNSF ST2
Track Improvement Project
Auburn, WA
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Project No.Figure No.BNSF ST2 Track Improvment Project Auburn, WashingtonSITE AND EXPLORATION PLAN (W Main Street Crossing)13-1972A
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L
o
c
a
t
i
o
n
Le
g
e
n
d
:
BH
-
1
Approx. Scale 1" = 20'
No
t
e
:
B
a
s
e
m
a
p
p
r
o
v
i
d
e
d
b
y
P
a
r
a
m
e
t
r
i
x
.
W
M
a
i
n
S
t
r
e
e
t
C
r
o
s
s
i
n
g
W
M
A
I
N
S
T
R
E
E
T
BN
S
F
R
I
G
H
T
-
O
F
-
W
A
Y
BNSF RIGHT-OF-WAY
Approx. Scale 1" = 20'Project No.Figure No.BNSF ST2 Track Improvement Project Auburn, WashingtonSITE AND EXPLORATION PLAN (3rd Street NW Crossing)13-1972B
13-197 Fig 2B.grf 10/22/13 (13:17) STS
Le
g
e
n
d
:
BH
-
2
Ap
p
r
o
x
i
m
a
t
e
T
e
s
t
B
o
r
i
n
g
L
o
c
a
t
i
o
n
BH
-
3
3r
d
S
t
r
e
e
t
N
W
C
r
o
s
s
i
n
g
3r
d
S
T
R
E
E
T
N
W
BN
S
F
R
I
G
H
T
-
O
F
-
W
A
Y
BN
S
F
R
I
G
H
T
-
O
F
-
W
A
Y
No
t
e
:
B
a
s
e
m
a
p
p
r
o
v
i
d
e
d
b
y
P
a
r
a
m
e
t
r
i
x
.
Project No.Figure No.BNSF ST2 Track Improvement Project Auburn, WashingtonSITE AND EXPLORATION PLAN (29th Street NW Crossing)13-1972C
13-197 Fig 2C - 29th St NW.grf 10/22/13 (13:18) STS
Le
g
e
n
d
:
BH
-
4
Approx. Scale 1" = 20'
Ap
p
r
o
x
i
m
a
t
e
T
e
s
t
B
o
r
i
n
g
L
o
c
a
t
i
o
n
29
t
h
S
t
r
e
e
t
N
W
C
r
o
s
s
i
n
g
29
t
h
S
T
R
E
E
T
N
W
BNSF RIGHT-OF-WAY
BN
S
F
R
I
G
H
T
-
O
F
-
W
A
Y
No
t
e
:
B
a
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e
m
a
p
p
r
o
v
i
d
e
d
b
y
P
a
r
a
m
e
t
r
i
x
.
Project No.Figure No.BNSF ST2 Track Improvement Project Auburn, WashingtonSITE AND EXPLORATION PLAN (37th Street NW Crossing)13-1972D
13-197 Fig 2D - 37th St NW.grf 10/22/13 (13:19) STS
Le
g
e
n
d
:
BH
-
5
Approx. Scale 1" = 20'BH-6 BH-7
Ap
p
r
o
x
i
m
a
t
e
T
e
s
t
B
o
r
i
n
g
L
o
c
a
t
i
o
n
37
t
h
S
t
r
e
e
t
N
W
C
r
o
s
s
i
n
g
BN
S
F
R
I
G
H
T
-
O
F
-
W
A
Y
37
t
h
S
T
R
E
E
T
N
W
BNSF RIGHT-OF-WAY
No
t
e
:
B
a
s
e
m
a
p
p
r
o
v
i
d
e
d
b
y
P
a
r
a
m
e
t
r
i
x
.
13-197 BNSF Crossings - Auburn- Final PanGEO, Inc.
APPENDIX A
SUMMARY BORING LOGS
MONITORING WELL
<15
15 - 35
35 - 65
65 - 85
85 - 100
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT
TEST SYMBOLS
50% or more of the coarse
fraction retained on the #4
sieve. Use dual symbols (eg.
GP-GM) for 5% to 12% fines.
1. Soil exploration logs contain material descriptions based on visual observation and field tests using a systemmodified from the Uniform Soil Classification System (USCS). Where necessary laboratory tests have beenconducted (as noted in the "Other Tests" column), unit descriptions may include a classification. Please refer to thediscussions in the report text for a more complete description of the subsurface conditions.
2. The graphic symbols given above are not inclusive of all symbols that may appear on the borehole logs.Other symbols may be used where field observations indicated mixed soil constituents or dual constituent materials.
COMPONENT SIZE / SIEVE RANGECOMPONENT SIZE / SIEVE RANGE
SYMBOLS
Sample/In Situ test types and intervals
Consistency
Well-graded GRAVEL
Poorly-graded GRAVEL
Silty GRAVEL
Clayey GRAVEL
Well-graded SAND
Poorly-graded SAND
Silty SAND
Clayey SAND
SILT
Lean SILT
Organic SILT or CLAY
Elastic SILT
Fat CLAY
Organic SILT or CLAY
PEAT
DESCRIPTIONS OF SOIL STRUCTURES
Breaks along defined planes
Fracture planes that are polished or glossy
Angular soil lumps that resist breakdown
Soil that is broken and mixed
Less than one per foot
More than one per foot
Angle between bedding plane and a planenormal to core axis
Very Loose
Loose
Med. Dense
Dense
Very Dense
SPT
N-values
Approx. Undrained Shear
Strength (psf)
<4
4 to 10
10 to 30
30 to 50
>50
<2
2 to 4
4 to 8
8 to 15
15 to 30
>30
Layered:
Laminated:
Lens:
Interlayered:
Pocket:
Homogeneous:
Highly Organic Soils
#4 to #10 sieve (4.5 to 2.0 mm)
#10 to #40 sieve (2.0 to 0.42 mm)
#40 to #200 sieve (0.42 to 0.074 mm)
0.074 to 0.002 mm
<0.002 mm
Silt and Clay
Very Soft
Soft
Med. Stiff
Stiff
Very Stiff
Hard
Phone: 206.262.0370
Bottom of Boring
CBR
Comp
Con
DD
DS
%F
GS
Perm
PP
R
SG
TV
TXC
UCC
50%or more passing #200 sieve
Groundwater Level at time of drilling (ATD)Static Groundwater Level
Cement / Concrete Seal
Bentonite grout / seal
Silica sand backfill
Slotted tip
Slough
<250
250 - 500
500 - 1000
1000 - 2000
2000 - 4000
>4000
RELATIVE DENSITY / CONSISTENCY
Fissured:
Slickensided:
Blocky:
Disrupted:
Scattered:
Numerous:
BCN:
COMPONENT DEFINITIONS
Dry
Moist
Wet
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONSGROUP DESCRIPTIONS
Notes:
for In Situ and Laboratory Testslisted in "Other Tests" column.
SPT
N-values
Units of material distinguished by color and/orcomposition from material units above and below
Layers of soil typically 0.05 to 1mm thick, max. 1 cm
Layer of soil that pinches out laterally
Alternating layers of differing soil material
Erratic, discontinuous deposit of limited extent
Soil with uniform color and composition throughout
Approx. Relative
Density (%)
Gravel
Sand
50% or more of the coarse
fraction passing the #4 sieve.
Use dual symbols (eg. SP-SM)
for 5% to 12% fines.
MOISTURE CONTENT
2-inch OD Split Spoon, SPT
(140-lb. hammer, 30" drop)
3.25-inch OD Spilt Spoon
(300-lb hammer, 30" drop)
Non-standard penetration
test (see boring log for details)
Thin wall (Shelby) tube
Grab
Rock core
Vane Shear
Dusty, dry to the touch
Damp but no visible water
Visible free water
Figure A-1
SAND / GRAVEL
California Bearing Ratio
Compaction Tests
Consolidation
Dry Density
Direct Shear
Fines Content
Grain Size
Permeability
Pocket Penetrometer
R-value
Specific Gravity
Torvane
Triaxial Compression
Unconfined Compression
Boulder:
Cobbles:
Gravel
Coarse Gravel:
Fine Gravel:
Sand
Coarse Sand:
Medium Sand:
Fine Sand:
Silt
Clay
> 12 inches
3 to 12 inches
3 to 3/4 inches
3/4 inches to #4 sieve
SILT / CLAY
GRAVEL (<5% fines)
GRAVEL (>12% fines)
SAND (<5% fines)
SAND (>12% fines)
Liquid Limit < 50
Liquid Limit > 50
Terms and Symbols for
Boring and Test Pit Logs
Density
LO
G
K
E
Y
.
G
P
J
P
A
N
G
E
O
.
G
D
T
6
/
1
9
/
0
6
GS
6 inches ASPHALT.
Medium dense, dark brown, poorly graded GRAVEL with silt and sand,
moist (GP-GM). (Granular Fill).
Very loose, dark brown, silty fine SAND, moist to wet (SM). (Alluvium).
Very soft, gray, SILT, wet. Trace fine sand.
-Lenses of relatively clean black sand.
Very soft, dark brown to black, PEAT, moist to wet. Occasional lenses
of soft gray silt.
Medium dense, black, silty SAND to poorly graded SAND with silt, wet
(SM to SP-SM). Fine to medium, trace subrounded gravel, trace wood
debris.
-S-5: 21.5% fines.
Boring terminated approximately 21.5 feet below grade. Groundwater
encountered at 5 feet below grade at the time of drilling.
S-1
S-2
S-3
S-4
S-5
S-6
4
1
1
1
1
2
2
1
1
1
1
1
5
6
7
5
5
8
Remarks: Boring drilled with a limited access mini tracked drill rig. Drill rig equipped with
a safety hammer (cathead mechanism) for SPT. Elevation based on a topographic
survey provided by Parametrix.
.
0
5
10
15
20
25
The stratification lines represent approximate boundaries. The transition may be gradual.
MATERIAL DESCRIPTION
Figure A-2
Ot
h
e
r
T
e
s
t
s
Sa
m
p
l
e
N
o
.
Completion Depth:
Date Borehole Started:
Date Borehole Completed:
Logged By:
Drilling Company:
De
p
t
h
,
(
f
t
)
BNSF ST2 Track Improvement Project
13-197
Auburn, Washington
Northing: , Easting:
21.5ft
10/4/13
10/4/13
STS
Boretec1
Sheet 1 of 1
Project:
Job Number:
Location:
Coordinates:
Sy
m
b
o
l
Sa
m
p
l
e
T
y
p
e
Bl
o
w
s
/
6
i
n
.
81.0ft
Not Applicable
HSA
SPT
Surface Elevation:
Top of Casing Elev.:
Drilling Method:
Sampling Method:
LOG OF TEST BORING BH-1
N-Value
0
MoistureLL
50
PL
RQDRecovery
100
GS
2 inches ASPHALT.
6.5 inches CONCRETE.
Dense, gray, poorly graded GRAVEL with sand, moist (GP-GM).
(Crushed Rock, Road Base).
Medium dense, dark brown to black, silty SAND with gravel, moist
(SM). (Fill).
Very loose, dark brown to black, silty fine SAND, moist to wet (SM).
(Alluvium).
Very soft, dark brown to gray, organic SILT, moist to wet (OL).
Contains abundant lenses of peat.
Very loose to medium dense, dark brown to dark gray, interlayered
silty fine SAND to poorly graded SAND with silt, wet (SM to SP-SM).
(Alluvium) Trace fine organics, occasional gray silt lenses with peat
stringers.
-S-6: 24.7% fines.
-Becomes brown.
Boring terminated approximately 21.5 feet below grade. Groundwater
noted on drill rods at 6 feet below grade at the time of drilling.
S-1
S-2
S-3
S-4
S-5
S-6
S-7
6
8
3
1
1
2
2
1
1
2
1
3
6
7
7
5
5
5
4
5
6
Remarks: Boring drilled with a limited access mini tracked drill rig. Drill rig equipped with
a safety hammer (cathead mechanism) for SPT. Elevation based on a topographic
survey provided by Parametrix.
.
0
5
10
15
20
25
The stratification lines represent approximate boundaries. The transition may be gradual.
MATERIAL DESCRIPTION
Figure A-3
Ot
h
e
r
T
e
s
t
s
Sa
m
p
l
e
N
o
.
Completion Depth:
Date Borehole Started:
Date Borehole Completed:
Logged By:
Drilling Company:
De
p
t
h
,
(
f
t
)
BNSF ST2 Track Improvement Project
13-197
Auburn, Washington
Northing: , Easting:
21.5ft
10/3/13
10/3/13
STS
Boretec1
Sheet 1 of 1
Project:
Job Number:
Location:
Coordinates:
Sy
m
b
o
l
Sa
m
p
l
e
T
y
p
e
Bl
o
w
s
/
6
i
n
.
76.0ft
Not Applicable
HSA
SPT
Surface Elevation:
Top of Casing Elev.:
Drilling Method:
Sampling Method:
LOG OF TEST BORING BH-2
N-Value
0
MoistureLL
50
PL
RQDRecovery
100
GS
15 inches ASPHALT.
6 inches CONCRETE.
Very dense, rusty brown to black, silty SAND with gravel,
moist (SM). (Fill).
-S-2 sampler bouncing on a rock.
Rough drilling, auger grinding on a large cobble.
Very loose, gray, silty fine SAND to sandy SILT, moist (SM
to ML). (Alluvium) Tip of S-3 sample wet.
Loose to medium dense, black, interlayered silty SAND to
poorly graded SAND with silt, wet (SM to SP-SM).
-S-4: 10.1% fines.
-Gray silt seam, peat in tip of S-6 sample.
Boring terminated approximately 21.5 feet below grade.
Groundwater noted on drill rods at 7 feet below grade at the
time of drilling. Groundwater measured at 6.94 feet below
grade in 2" diameter piezometer on 10/05/2013.
S-1
S-2
S-3
S-4
S-5
S-6
7
50/5.5
3
1
1
2
3
3
3
3
2
4
6
8
3
3
2
Remarks: Boring drilled with a limited access mini tracked drill rig. Drill rig equipped with
a safety hammer (cathead mechanism) for SPT. Elevation based on a topographic
survey provided by Parametrix.
.
0
5
10
15
20
25
The stratification lines represent approximate boundaries. The transition may be gradual.
MATERIAL DESCRIPTION
Figure A-4
Ot
h
e
r
T
e
s
t
s
Sa
m
p
l
e
N
o
.
Completion Depth:
Date Borehole Started:
Date Borehole Completed:
Logged By:
Drilling Company:
De
p
t
h
,
(
f
t
)
BNSF ST2 Track Improvement Project
13-197
Auburn, Washington
Northing: , Easting:
21.5ft
10/3/13
10/4/13
STS
Boretec1
Sheet 1 of 1
Project:
Job Number:
Location:
Coordinates:
Sy
m
b
o
l
Sa
m
p
l
e
T
y
p
e
Bl
o
w
s
/
6
i
n
.
78.0ft
HSA
SPT
Surface Elevation:
Top of Casing Elev.:
Drilling Method:
Sampling Method:
LOG OF TEST BORING BH-3
N-Value
0
MoistureLL
50
PL
RQDRecovery
100
In
s
t
r
u
m
e
n
t
>>
9 inches ASPHALT.
Loose, brown, poorly graded GRAVEL with sand, moist (GP-GM).
(Fill).
-Rough drilling, auger grinding on a large cobble.
Very loose, brown to gray, silty fine SAND to sandy SILT, moist (SM to
ML). (Alluvium).
-Iron oxide staining, becomes wet at 6 feet.
Very soft to soft, gray SILT, moist to wet (ML). Contains fine organics.
-Sample S-4 contains lenses of silt with fine sand.
-Homogenous.
Loose to medium dense, gray, silty fine SAND, wet (SM).
Boring terminated approximately 21.5 feet below grade. Groundwater
noted on drill rods at 6 feet below grade at the time of drilling.
S-1
S-2
S-3
S-4
S-5
S-6
5
2
4
3
2
1
1
1
2
1
1
2
2
2
2
3
5
5
Remarks: Boring drilled with a limited access mini tracked drill rig. Drill rig equipped with
a safety hammer (cathead mechanism) for SPT. Elevation based on a topographic
survey provided by Parametrix.
.
0
5
10
15
20
25
The stratification lines represent approximate boundaries. The transition may be gradual.
MATERIAL DESCRIPTION
Figure A-5
Ot
h
e
r
T
e
s
t
s
Sa
m
p
l
e
N
o
.
Completion Depth:
Date Borehole Started:
Date Borehole Completed:
Logged By:
Drilling Company:
De
p
t
h
,
(
f
t
)
BNSF ST2 Track Improvement Project
13-197
Auburn, Washington
Northing: , Easting:
21.5ft
10/4/13
10/4/13
STS
Boretec1
Sheet 1 of 1
Project:
Job Number:
Location:
Coordinates:
Sy
m
b
o
l
Sa
m
p
l
e
T
y
p
e
Bl
o
w
s
/
6
i
n
.
55.0ft
Not Applicable
HSA
SPT
Surface Elevation:
Top of Casing Elev.:
Drilling Method:
Sampling Method:
LOG OF TEST BORING BH-4
N-Value
0
MoistureLL
50
PL
RQDRecovery
100
GS
5 inches ASPHALT.
Medium dense to very dense, brown, poorly graded GRAVEL with silt
and sand, moist (GP-GM). (Granular Fill).
-Cobbles observed in cuttings.
Medium dense, gray, silty fine SAND to poorly graded SAND with
SILT, moist to wet (SM to SP-SM). (Alluvium).
-Becomes wet.
Very soft, gray, SILT, wet (ML). Low, plasticity, trace fine organics.
-Increase in plasticity, laminated.
Medium dense, black, silty SAND, wet (SM). Fine to medium.
-S-6: 14.0% fines.
Boring terminated approximately 21.5 feet below grade. Groundwater
noted on drill rods at 7 feet below grade at the time of drilling.
S-1
S-2
S-3
S-4
S-5
S-6
29
50/5
15
8
3
3
4
5
1
2
1
0
0
0
4
5
7
Remarks: Boring drilled with a Diedrich D50 limited access tracked drill rig. Drill rig
equipped with an auto-hammer for SPT. Elevation based on a topographic survey
provided by Parametrix.
0
5
10
15
20
25
The stratification lines represent approximate boundaries. The transition may be gradual.
MATERIAL DESCRIPTION
Figure A-6
Ot
h
e
r
T
e
s
t
s
Sa
m
p
l
e
N
o
.
Completion Depth:
Date Borehole Started:
Date Borehole Completed:
Logged By:
Drilling Company:
De
p
t
h
,
(
f
t
)
BNSF ST2 Track Improvement Project
13-197
Auburn, Washington
Northing: , Easting:
21.5ft
10/5/13
10/5/13
STS
Holocene Drilling
Sheet 1 of 1
Project:
Job Number:
Location:
Coordinates:
Sy
m
b
o
l
Sa
m
p
l
e
T
y
p
e
Bl
o
w
s
/
6
i
n
.
55.0ft
Not Applicable
HSA
SPT
Surface Elevation:
Top of Casing Elev.:
Drilling Method:
Sampling Method:
LOG OF TEST BORING BH-5
N-Value
0
MoistureLL
50
PL
RQDRecovery
100
>>
5 inches ASPHALT over 2 inches crushed rock road base.
Dense to very dense, brown, poorly graded GRAVEL with silt and
sand, moist (GP-GM). (Granular Fill).
-Cobbles observed in cuttings.
Loose, dark gray to gray, silty fine SAND, moist to wet (SM).
(Alluvium).
-Becomes wet.
Very soft, gray, SILT, wet (ML). Trace fine sand, trace fine organics.
-Increase in plasticity.
Medium dense, black, poorly graded SAND with silt, wet (SP-SM).
Fine to medium.
Boring terminated approximately 21.5 feet below grade. Groundwater
noted on drill rods at 7.5 feet below grade at the time of drilling.
S-1
S-2
S-3
S-4
S-5
S-6
45
31
32
34
26
19
2
3
2
1
0
1
1
0
0
4
4
7
Remarks: Boring drilled with a Diedrich D50 limited access tracked drill rig. Drill rig
equipped with an auto-hammer for SPT. Elevation based on a topographic survey
provided by Parametrix.
0
5
10
15
20
25
The stratification lines represent approximate boundaries. The transition may be gradual.
MATERIAL DESCRIPTION
Figure A-7
Ot
h
e
r
T
e
s
t
s
Sa
m
p
l
e
N
o
.
Completion Depth:
Date Borehole Started:
Date Borehole Completed:
Logged By:
Drilling Company:
De
p
t
h
,
(
f
t
)
BNSF ST2 Track Improvement Project
13-197
Auburn, Washington
Northing: , Easting:
21.5ft
10/5/13
10/5/13
STS
Holocene Drilling
Sheet 1 of 1
Project:
Job Number:
Location:
Coordinates:
Sy
m
b
o
l
Sa
m
p
l
e
T
y
p
e
Bl
o
w
s
/
6
i
n
.
56.0ft
Not Applicable
HSA
SPT
Surface Elevation:
Top of Casing Elev.:
Drilling Method:
Sampling Method:
LOG OF TEST BORING BH-6
N-Value
0
MoistureLL
50
PL
RQDRecovery
100
GS
2.5 inches ASPHALT.
Very dense, brown, poorly graded GRAVEL with silt and
sand, moist (GP-GM). (Granular Fill).
Loose to medium dense, dark brown to dark gray,
interlayered silty fine SAND and poorly graded SAND with
silt, moist to wet (SM to SP-SM). Contains fine organics,
occasional gray silt seams. (Alluvium).
-Iron oxide staining in tip of S-2.
Very soft to soft, gray, SILT, moist to wet (ML). 2 inch thick
peat lens in sample S-4, scattered fine organics.
-Seams of fine sand.
Very loose to loose, black, poorly graded SAND, wet (SP).
Trace gravel.
-S-6: 1.4% fines.
Boring terminated approximately 21.5 feet below grade.
Groundwater noted on drill rods at 7 feet below grade at the
time of drilling. Groundwater measured at 6.3 feet below
grade in 2" diameter piezometer on 10/05/2013.
S-1
S-2
S-3
S-4
S-5
S-6
29
50/5
4
4
7
5
4
3
1
0
1
2
2
1
2
3
1
Remarks: Boring drilled with a limited access mini tracked drill rig. Drill rig equipped with
a safety hammer (cathead mechanism) for SPT. Elevation based on a topographic
survey provided by Parametrix.
.
0
5
10
15
20
25
The stratification lines represent approximate boundaries. The transition may be gradual.
MATERIAL DESCRIPTION
Figure A-8
Ot
h
e
r
T
e
s
t
s
Sa
m
p
l
e
N
o
.
Completion Depth:
Date Borehole Started:
Date Borehole Completed:
Logged By:
Drilling Company:
De
p
t
h
,
(
f
t
)
BNSF ST2 Track Improvement Project
13-197
Auburn, Washington
Northing: , Easting:
21.5ft
10/3/13
10/3/13
STS
Boretec1
Sheet 1 of 1
Project:
Job Number:
Location:
Coordinates:
Sy
m
b
o
l
Sa
m
p
l
e
T
y
p
e
Bl
o
w
s
/
6
i
n
.
54.5ft
HSA
SPT
Surface Elevation:
Top of Casing Elev.:
Drilling Method:
Sampling Method:
LOG OF TEST BORING BH-7
N-Value
0
MoistureLL
50
PL
RQDRecovery
100
In
s
t
r
u
m
e
n
t
>>
13-197 BNSF Crossings - Auburn- Final PanGEO, Inc.
APPENDIX B
PHOTOS OF SELECT SOIL SAMPLES
Photos of Select Soil Samples
BNSF ST2 Track Improvement Project, Auburn WA
Figure B-1
BH-1; S-2: 5’-6.5’
BH-1; S-3: 7.5’-9’
Photos of Select Soil Samples
BNSF ST2 Track Improvement Project, Auburn WA
Figure B-2
BH-2; S-2: 5’-6.5’
BH-2; S-3: 7.5’-9’
Photos of Select Soil Samples
BNSF ST2 Track Improvement Project, Auburn WA
Figure B-3
BH-3; S-2: 5’-6.5’
BH-3; S-3: 7.5’-9’
Photos of Select Soil Samples
BNSF ST2 Track Improvement Project, Auburn WA
Figure B-4
BH-5; S-3: 7.5’-9’
BH-5; S-4: 10’-11.5’
Photos of Select Soil Samples
BNSF ST2 Track Improvement Project, Auburn WA
Figure B-5
BH-6; S-3: 7.5’-9’
BH-6; S-4: 10’-11.5’
Photos of Select Soil Samples
BNSF ST2 Track Improvement Project, Auburn WA
Figure B-6
BH-7; S-3: 7.5’-9’
BH-7; S-4: 10’-11.5’
13-197 BNSF Crossings - Auburn- Final PanGEO, Inc.
APPENDIX C
LABORATORY TEST RESULTS
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Specimen Identification
1.5 16
D10
GRAIN SIZE DISTRIBUTION
fine
30 200
15.0
15.0
10.0
20.0
20.0
BH-1
BH-2
BH-3
BH-5
BH-7
CuLL
3 60
4.75
9.525
19.05
4.75
38.1
8
BH-1
BH-2
BH-3
BH-5
BH-7
COBBLES SAND
fine
PL
20
0.187
0.168
0.327
0.235
0.978
SILTY SAND(SM)
SILTY SAND(SM)
POORLY GRADED SAND with SILT(SP-SM)
SILTY SAND(SM)
POORLY GRADED SAND(SP)
NP
NP
NP
NP
NP
PICc
0.0
0.8
0.8
0.0
5.5
NP
NP
NP
NP
NP
D100D60 %Gravel
78.5
74.5
89.1
86.0
93.1
Specimen Identification
1/23/81
Figure
C-1
coarse
%Sand
6 2
coarse
1.41
0.99
4.40
5.01
21.5
24.7
10.1
14.0
1.4
SILT OR CLAY
4 404
GRAVEL
%Clay
100 1403
D30
0.092
0.084
0.185
0.118
0.4340.195
@ 15.0 ft.
@ 15.0 ft.
@ 10.0 ft.
@ 20.0 ft.
@ 20.0 ft.
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
Classification
GRAIN SIZE IN MILLIMETERS
3/4
%Silt
medium
61014
NP
NP
NP
NP
NP
50
HYDROMETERU.S. SIEVE OPENING IN INCHES
Figure
U.S. SIEVE NUMBERS
FigureProject: BNSF ST2 Track Improvement Project
Job Number: 13-197
Location: Auburn, WashingtonPhone: 206.262.0370
GR
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3
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9
7
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