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Geotechnical Engineering Report Interstate 40 Port of Entry – Cut Section Evaluation
Sequoyah County, Oklahoma
October 19, 2010
Terracon Project No. 04105110
Prepared for:
C.H. Guernsey & Company
Oklahoma City, Oklahoma
Prepared by:
Terracon Consultants, Inc.
Tulsa, Oklahoma
TABLE OF CONTENTS
Page
1.0 INTRODUCTION ............................................................................................................. 1
2.0 PROJECT INFORMATION ............................................................................................. 1
2.1 Project Description ............................................................................................... 1
2.2 Site Location and Description .............................................................................. 2
3.0 SUBSURFACE CONDITIONS ........................................................................................ 2
3.1 Geology ............................................................................................................... 2
3.2 Soil and Rock Conditions ..................................................................................... 2
3.3 Groundwater ........................................................................................................ 4
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ...................................... 5
4.1 Geotechnical Considerations ............................................................................... 5
4.2 Cut Slope Evaluations .......................................................................................... 5
4.3 Shear Strength of Rock Discontinuities ................................................................ 6
4.4 Stability Analysis .................................................................................................. 6
4.5 Erosion and Drainage Considerations .................................................................. 8
4.6 Bedrock Rippability Assessment .......................................................................... 8
5.0 GENERAL COMMENTS ................................................................................................. 9
Appendix A – Field Exploration
Field Exploration Description
Site Location Map
Boring Location Diagrams
Boring Logs
Subsurface Profile
Appendix B – Field Testing Results
Results of Down-hole Camera
Results of Seismic Refraction Surveys
Appendix C – Laboratory Testing
Laboratory Test Description
Results of Direct Shear Tests
Appendix D – Slope Stability Analysis
Graphic Results of Slope Stability Analsyis
Appendix E – Supporting Data
General Notes
Unified Soil Classification System
Sedimentary Rock Classification
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1
GEOTECHNICAL ENGINEERING REPORT
CUT SECTION EVALUATION
INTERSTATE 40 PORT OF ENTRY
SEQUOYAH COUNTY, OKLAHOMA
Terracon Project No. 04105110
October 19, 2010
1.0 INTRODUCTION
This report presents the results of the subsurface exploration for the cut section evaluation
for the proposed Interstate 40 Port of Entry project in Sequoyah County, Oklahoma. A total
of fourteen borings extending to depths of approximately 24 to 45 feet below existing ground
surface were drilled for the project. The boring logs and boring location diagrams showing
the approximate boring locations are included in Appendix A.
Based on site grading plans and cross-sections provided to us at the time of our field
exploration, borings Cut-1 and Cut-8 were removed from our original scope of services and
borings Cut-12 through Cut-16 were added to the scope.
This report describes the subsurface conditions encountered in the borings; analyzes the data
obtained; and provides recommendations for design and construction of cut slopes and rock
rippability.
2.0 PROJECT INFORMATION
2.1 Project Description
ITEM DESCRIPTION
Site layout See Appendix A, Figures A-3 through A-5, Boring Location Diagrams
Proposed Cut
We understand the project includes the construction of a new truck inspection and
weight station on the north side of Interstate 40 in Sequoyah County, Oklahoma.
The project will include approximately 1 mile of new exit/entrance ramp alignment.
Based on site grading plans provided to us by C.H. Guernsey, we understand that
the cut slopes are generally in west-east directions and slope downhill toward the
south, and that cut sections are as follows:
Between stations 363+00 and 378+00, maximum height of about 42 feet
Between stations 385+00 and 391+00, maximum height of about 50 feet
Between stations 395+00 and 403+00, maximum height of about 22 feet
See cross sections provided on drawings A-6 through A-16 in Appendix A.
Geotechnical Engineering Report Cut Section Evaluation – I-40 Port of Entry Sequoyah County, Oklahoma October 19, 2010 ■ Terracon Project No. 04105110
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2.2 Site Location and Description
ITEM DESCRIPTION
Location Between E1080 Road and Interstate 40, near Roland, OK
Current ground cover Trees
3.0 SUBSURFACE CONDITIONS
3.1 Geology
Based on the “Engineering Classification of Geologic Materials – Division One” prepared by
the Oklahoma Highway Department, 1970 edition, the geologic formations that outcrop in the
project area consist of the Atoka Unit and the Savanna Unit. The older Atoka Unit is
juxtaposed over the younger Savanna Unit as a result of movement along the Mulberry Fault
which is mapped near the site.
Based on reconnaissance level mapping of the project area, it appears that the Mulberry Fault
may follow an east-west trending lineament to the north of proposed site. The lineament is
formed by east-west trending draw and series of sandstone capped ridges and knobs
bordering the north edge of the project.
It appears the project is underlain by the Savanna Unit. The Savanna Unit is described as
consisting predominately of shale, a lesser amount of sandstone, and a few thin beds of
limestone and siltstone. The shale is gray to black, fissile, locally clayey, and in intervals up to
approximately 400 feet thick. The sandstone is moderately hard to hard, buff to gray, in beds
a few inches to 10 feet thick and in sequences up to 120 feet thick, but averaging 25 feet.
Topography of this unit is characterized by prominent ridges capped by the sandstone with
shale valleys.
3.2 Soil and Rock Conditions
The subsurface conditions encountered in the borings are shown on the boring logs and are
briefly described below. The stratification lines shown on the boring logs represent the
approximate boundary between soil and rock types; in-situ, the transition between materials
may be gradual and indistinct. Classification of bedrock materials was made from disturbed
samples or rock cores. Petrographic analysis of rock cores may reveal other rock types.
Geotechnical Engineering Report Cut Section Evaluation – I-40 Port of Entry Sequoyah County, Oklahoma October 19, 2010 ■ Terracon Project No. 04105110
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Larger Cut Area Between Station 385+00 and 391+00 In the large cut area between Station 385+00 and 391+00, the subsurface conditions consist
of a relatively thin layer of native clay, gravel and sand soil overlying bedrock. The overburden
soils range in depth from about 0.5 to 13 feet below the existing ground surface with the
exception of boring Cut-3. The overburden soils are about 24.5 feet deep in boring Cut-3.
The overburden soils are underlain by a layered bedrock sequence, the Savanna Unit, which
dips to the south in a dip direction that varies from 175 to 180 degrees. The dip of the bedrock
ranges from 6 to 36 degrees with an average ranging from about 12 to 20 degrees. Generally
the bedrock consists of relatively hard interbedded sandstone and carboniferous shale layers.
The sandstone is fine grained, moderately hard to hard, buff to gray, and moderately close to
closely jointed. Residual friction angles for the sandstone ranged from 36 degrees for saw cut
surfaces to 32 degrees for joint surfaces. The sandstone generally caps the ridge tops north
of the proposed cut.
The shale is locally clayey and a weak clay/shaley clay layer was encountered at the site from
approximately elevation 538 to 520 in borings Cut-5 and Cut-7, and elevation 560 to 553 in
borings Cut-4 and Cut-6. The clay/shaley clay layer was relatively soft compared to intact
bedrock and a slickenside surface was observed at an approximate depth between 21 and
21.5 feet in the clay/shaley clay layer in boring Cut-5. Residual friction angles in the
clay/shaley clay were 19.5 degrees for the sheared surfaces and 28 degrees for the intact
samples.
The weathered shale and shale encountered in the borings is soft to hard, gray with black
carbon stringers, and moderately close joints. This layer is much stronger than the shaley
clay layer.
Shallow Cut Areas Along the Entrance/Exit Ramps In the relatively shallow cut areas along the entrance/exit ramps between Stations 363+00 and
378+00, and between Stations 395+00 and 403+00, the subsurface conditions consist of
native clay, sand and gravel to depths of about 9 to 19 feet below the existing ground surface.
Beneath the overburden soils, the borings in those areas encountered weathered shale and
shale to the boring termination depths of about 24 to 44 feet. The sandstone cap encountered
in the large cut area between Station 385+00 and 391+00 was generally not encountered in
these areas.
Laboratory tests were conducted on selected soil samples. The test results are presented on
the boring logs in Appendix A and on direct shear plots in Appendix C.
Geotechnical Engineering Report Cut Section Evaluation – I-40 Port of Entry Sequoyah County, Oklahoma October 19, 2010 ■ Terracon Project No. 04105110
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3.3 Groundwater
Some of the borings were advanced using wash boring or rock coring techniques. Water was
bailed out from those borings after boring completion. Water levels were then measured in
the borehole approximately 24 hours after boring completion. Groundwater observations are
summarized in the following table.
Boring Number Water Level Approximately 24 hours after Boring Completion
Depth (ft.)/Elevation (ft.)
Cut-2 36.0 / 550.6
Cut-3 33.0 / 508.7
Cut-4 37.5 / 550.2
Cut-5 22.0 / 531.2
Cut-6 not measured
Cut-7 19.0 / 533.0
Cut-9 None
Cut-10 None
Cut-11 None
Cut-12 None
Cut-13 not measured
Cut-14 None
Cut-15 None
Cut-16 14.0 / 492.4
To obtain longer-term groundwater levels, temporary piezometers were installed at boring
locations Cut-2, Cut-4 and Cut-5 on September 10, 2010. Upon installation of the temporary
piezometers, water was bailed from the piezometers the same day. Groundwater levels were
then measured on September 17, 2010, September 21, 2010, September 23, 2010 and
October 15, 2010. Results of these groundwater observations are summarized in the following
table.
Boring
Number
Water Level, Depth (ft.)/Elevation (ft.)
9/10/2010 9/17/2010 9/21/2010 9/23/2010 10/15/2010
Cut-2 35.5 / 551.1 33.5 / 553.1 33.2 / 553.4 33.0 / 553.6 33.0 / 553.6
Cut-4 41.5 / 546.2 34.0 / 553.7 34.5 / 553.2 34.2 / 553.5 34.4 / 553.3
Cut-5 37.5 / 515.7 31.5 / 521.7 30.2 / 523.0 30.0 / 523.2 30.6 / 522.6
Fluctuations in the groundwater level should be expected due to seasonal variations in the
amount of rainfall, runoff and other factors not apparent at the time the borings were drilled.
Geotechnical Engineering Report Cut Section Evaluation – I-40 Port of Entry Sequoyah County, Oklahoma October 19, 2010 ■ Terracon Project No. 04105110
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Evaluation of these factors and their effect on the groundwater levels is beyond the scope of
this report. The possibility of groundwater level fluctuations and the presence of perched and
artesian water should be considered when designing and developing the construction plans
for the project.
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
Stability of slopes in rock is typically controlled by the presence and orientation of joints,
fractures or other discontinuities in the rock mass. The orientation of jointing in the rock at
this site is adverse to the proposed cut, meaning that it slopes downward in the direction of
the cut. The sandstone and shale layers within the proposed cut are stronger than the clay
or shaley soils. Potential failure surfaces are more likely to occur in the clay or shaley clay
layers. These factors have been considered in the slope stability analyses.
Based on the analysis, it is anticipated that slopes cut at an inclination of 3 horizontal to 1
vertical will be stable. Localized seepage or perched water levels could affect certain areas
of the cut.
4.2 Cut Slope Evaluations
Various geotechnical exploration and evaluation procedures were employed for the project
to obtain necessary subsurface information to provide recommendations for cut slopes.
These included:
field mapping of the site,
exploratory borings,
seismic refraction surveys,
down-hole photo logging of selected borings
examining rock cores for rock decomposition, weathering, jointing, and
fracture characteristics,
determining the rock core RQD,
reviewing the results of downhole camera performed in four borings,
evaluating laboratory tests to obtain strength information for the soils and
rock,
Geotechnical Engineering Report Cut Section Evaluation – I-40 Port of Entry Sequoyah County, Oklahoma October 19, 2010 ■ Terracon Project No. 04105110
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extrapolating experience with rock slopes that have some characteristics in
common with the rock slopes mapped along this project, and
conducting stability analysis using the software Slide.
4.3 Shear Strength of Rock Discontinuities
Rock slopes are typically controlled by the strength of joints, fractures and other
discontinuities, and the orientation of these features relative to the cut slope. These
predetermined potential failure planes typically exhibit residual frictional strength and zero
cohesion. If the rock is massive and the joints and fractures are relatively continuous, then
laboratory direct shear tests are conducted to estimate the residual frictional strength of the
joints and/or other discontinuities. In the case where the joints and fractures are closely
spaced they may still affect the cut slopes. However, in that situation, the cut slope is
controlled more by the general structural trend of the rock mass and less by the friction
angle of a single discontinuity. The following paragraphs describe the analyses used in
developing the recommendations and provide our recommended cut slopes.
4.4 Stability Analysis
Stability of the proposed cut slopes was analyzed using limit equilibrium procedures in
accordance with the GLE/Morgenstern-Price method. Our analysis was performed using
Slide, Version 5.0, a computer program developed by Rockscience, Inc. Stability was
analyzed for drained (long-term) and pseudo-static (earthquake) conditions.
Stability of the proposed cut slopes were evaluated at two locations (Station 372+00 and
388+00). Station 372+00 was chosen to represent cut slopes along the entrance/exit ramps,
while Station 388+00 was chosen to represent the larger cut area between Station 385+00
and 391+00. Our models were generally based on cross sections provided by C.H. Guernsey
& Company. The general soil profiles used in our analyses were based on the borings drilled
for this project.
Sandstone and carboniferous shale encountered in the borings are generally stronger than
the clay/shaley clay layer encountered in some borings. Potential failure planes would likely
occur in the clay/shaley clay layer.
Shear parameters for the sandstone and carboniferous shale for this particular site have been
modeled in our analysis based on field and laboratory test results. Because of the presence of
a slickensided surface observed in the clay/shaley clay layer and varying degrees of
weathering of this layer, shear strength parameters for this layer may vary somewhat.
Geotechnical Engineering Report Cut Section Evaluation – I-40 Port of Entry Sequoyah County, Oklahoma October 19, 2010 ■ Terracon Project No. 04105110
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To represent potential variations in the strength of the clay/shaley clay soils, a range of friction
angles was modeled, which provided approximate upper and lower bounds for the factors of
safety. In this scenario, for the lower bound analysis, a residual friction angle with zero
cohesion within the clay/shaley layer would generally be used in the analysis. However,
because a slickensided surface was only observed in one of the borings (Cut-5), it appears
that slickenside surfaces do not extend through the entire layer of the clay/shaley clay. To
account for this and for the layering of the rock and clay layers, considering that the failure
surface would have to cut through both types of materials, or across joints or bedding, we
used a weighted average friction angle assuming 75 percent of residual friction angle and 25
percent of fully-softened/intact friction angle in our analysis. For the upper bound, we used the
fully-softened/intact friction angle in our analysis.
Results of direct shear tests indicate a residual friction angle of 19.5 degrees and a fully-
softened/intact friction angle of 28 degrees for the clay/shaley clay layer. In our analysis, we
used the weighted average friction angle (as described above) of 21.5 degrees for the lower
bound and a friction angle of 28 degrees for the upper bound.
In the analysis of the profile of Station 372+00, a relatively small cohesion value of 15 psf was
included in the strength of the clay/shaley clay soils to prevent the computer model from
evaluating very shallow surface failure planes as controlling. The soil properties and slope
geometry used in our models are shown on the graphical Slide output, which is presented in
Appendix D.
In our stability analysis, earthquake loads were modeled using a pseudo-static coefficient of
0.03g, which corresponds to about one half of the amplified peak ground acceleration
expected for an earthquake with a return period of approximately 1,000 years.
Based on our analysis, we recommend cut slopes be 3(Horizontal):1(Vertical) or flatter. The
resultant factors of safety for 3H:1V slopes from our analyses are summarized in the following
table. As discussed above, the range in minimum factors of safety shown below is due to the
variation in friction angle used to model the clay/shaley clay soils. Graphical results of the
analyses are presented in Appendix D, which also show the soil properties and slope
geometry used in our models.
Design Condition Minimum Factors of Safety
Station 372+00 Station 388+00
Drained (Long Term) 1.30 – 1.57 1.19 – 1.37
Pseudo Static (Earthquake) 1.18 – 1.43 1.11 – 1.25
Geotechnical Engineering Report Cut Section Evaluation – I-40 Port of Entry Sequoyah County, Oklahoma October 19, 2010 ■ Terracon Project No. 04105110
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Based on our stability analysis, as well as our experience with cut slopes in similar
subsurface conditions, it is our opinion that the proposed cut slopes with recommended
inclinations of 3H:1V or flatter should generally be stable.
4.5 Erosion and Drainage Considerations
We recommend the cut slopes be protected by vegetation, where it is possible, to reduce
the potential for erosion or shallow, localized sloughing. To reduce the potential of surface
water from running over the crest of the cut slopes onto the slopes, we recommend surface
drainage ditches be constructed along the crest of the cut slopes to intercept surface runoff
from upslope. These ditches should discharge at locations beyond the ends of the cut.
4.6 Bedrock Rippability Assessment
Field seismic wave (compressive P-wave) velocity is one indicator in assessing rock
rippability. The typical seismic wave velocity values for various materials related to this
project are listed in the following table. These typical values are cited from U.S. Army Corps
of Engineers, Engineer Manual 1110-1-1802, “Geophysical Exploration for Engineering and
Environmental Investigations”.
Material Seismic Velocity (ft/second)
Clay 2,950 – 5,900
Shale 2,650 – 12,150
Sandstone 7,200 – 13,100
Ripper performance charts published in the Caterpillar Performance Handbook correlate
seismic velocity values for various rock types with tractor size. Our bedrock rippability
assessment was performed based on ripper performance charts published in the Caterpillar
Performance Handbook (36th Edition, 2006).
It should be noted that these charts are only a guide; and the actual rippability is dependent
upon rock mass discontinuity (joints/fractures/bedding) spacing and orientation.
Several caveats are in order before one makes a final judgment about the suitability and use
of equipment for an excavation project. Favorable conditions for rippability include: frequent
planes of weakness such as joints, fractures or laminations, weathering, moisture content,
stratification, brittleness, „lower‟ shear strength. Unfavorable conditions for rippability include:
massive rock with fewer planes of weakness, crystalline rocks, non-brittle energy-absorbing
rock matrix, „higher‟ shear strength. Other variables relative tor rippability include: the size
of the equipment used, the skill of the operator, inclusions or „hard spots” in the rock, the
Geotechnical Engineering Report Cut Section Evaluation – I-40 Port of Entry Sequoyah County, Oklahoma October 19, 2010 ■ Terracon Project No. 04105110
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condition of the equipment used, and the orientation of any planes of weakness such as
fractures or layer bedding.
The following comments regarding bedrock rippability are based on the results of seismic
refraction tests performed at the cut sections indicated, correlated to the Caterpillar
Performance Handbook referenced above. They are also based on using a D10T
tractor/ripper or heavier equipment. It must be realized that these are indicators only. The
contractor or contractors bidding and performing the earthwork at this site should evaluate
and determine for themselves the actual rippability of the rock, and the excavation methods
that will be required for this project.
Line 1 between Borings Cut-14 and Cut-16
Seismic refraction survey performed between borings Cut-14 and Cut-16 indicates materials
should be rippable to depths of about 30 to 45 feet, below which materials would be
marginally rippable or non-rippable. Materials may be rippable only to a depth of about 15
feet in isolated locations, while they may be rippable to depths of as deep as 90 feet in
isolated locations.
Line 2 between Borings Cut-3 and Cut-7
The seismic refraction survey performed between borings Cut-3 and Cut-7 indicates
materials should be rippable to depths of about 5 to 15 feet, below which materials would be
marginally rippable or non-rippable. Materials may be rippable to a depth of 100 feet at
isolated locations.
Line 3 between Borings Cut-10 and Cut-11
The seismic refraction survey performed between borings Cut-10 and Cut-11 indicates
materials should generally be rippable to depths of about 30 to 40 feet, below which
materials would be marginally rippable or non-rippable.
5.0 GENERAL COMMENTS
Terracon Consultants, Inc. should be retained to review the final design plans and
specifications so comments can be made regarding interpretation and implementation of our
geotechnical recommendations in the design and specifications. Terracon Consultants, Inc.
also should be retained to provide observation and testing services during grading,
excavation, foundation construction and other earth-related construction phases of the
project.
Geotechnical Engineering Report Cut Section Evaluation – I-40 Port of Entry Sequoyah County, Oklahoma October 19, 2010 ■ Terracon Project No. 04105110
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The analysis and recommendations presented in this report are based upon the data
obtained from the borings performed at the indicated locations and from other information
discussed in this report. This report does not reflect variations that may occur between
borings, across the site, or due to the modifying effects of weather. The nature and extent
of such variations may not become evident until during or after construction. If variations
appear, we should be immediately notified so that further evaluation and supplemental
recommendations can be provided.
The scope of services of this project does not include either specifically or by implication any
environmental assessment of the site or identification of contaminated or hazardous
materials or conditions. If the owner is concerned about the potential of such contamination,
other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to
the project discussed and has been prepared in accordance with generally accepted
geotechnical engineering practices. No warranties, either express or implied, are intended
or made. Site safety, excavation support, and dewatering requirements are the
responsibility of others. In the event that any changes in the nature, design, or location of
the project as outlined in this report are planned, the conclusions and recommendations
contained in this report shall not be considered valid unless Terracon Consultants, Inc.
reviews the changes, and either verifies or modifies the conclusions of this report in writing.
APPENDIX A
FIELD EXPLORATION
Geotechnical Engineering Report Cut Section Evaluation – I-40 Port of Entry Sequoyah County, Oklahoma October 19, 2010 ■ Terracon Project No. 04105110
Field Exploration Description
Geotechnical Borings
The boring locations were surveyed and staked by Anderson Surveying, Inc. The boring location
and elevation information was then provided to us by Anderson Surveying, Inc. Some of the
borings had to be offset from the staked locations. At those locations, Terracon measured the
distance from the staked locations and measured ground surface elevations using an engineer‟s
level and the staked locations as benchmarks.
The elevations are shown near the top of the logs and have been rounded to the nearest 0.1
foot. The boring locations and elevations should be considered accurate only to the degree
implied by the methods used to define them.
Bulldozer clearing was required at the majority of the boring locations to provide access for our
drilling equipment.
The borings were advanced with all-terrain rotary drill rigs using continuous flight augers or
wash boring techniques. Representative soil samples were obtained using the split-barrel
sampling procedure.
Disturbed samples of the overburden soils were obtained by the split-barrel sampling procedure
by driving a 2-inch O.D. split-barrel sampling spoon into the ground using a 140-pound,
automatic hammer falling 30 inches. The number of blows required to advance the sampling
spoon were recorded in the field and are shown on the boring logs as the standard penetration
resistance (N) value. The number of blows required to advance the sampling spoon the final 12
inches or less of a standard 18-inch sampling interval indicate the in-place relative density of
granular soils and, to a lesser degree of accuracy, the consistency of cohesive soils and
hardness of weathered rock. The sampling depths, penetration distances, and the N values are
reported on the boring logs.
The samples were tagged for identification, sealed to reduce moisture loss and returned to the
laboratory for further examination and classification.
After achieving auger refusal in bedrock or coreable bedrock, the borings were advanced using
diamond-bit core drilling procedures. After the core samples were retrieved, they were placed in
a box and logged. The rock was later visually classified, and the "percent recovery" and rock
quality designation (RQD) was determined for each run.
The "percent recovery" is the ratio of the sample length retrieved to the drilled length, expressed
as a percent. An indication of the actual in-situ rock quality is provided by calculating the
Geotechnical Engineering Report Cut Section Evaluation – I-40 Port of Entry Sequoyah County, Oklahoma October 19, 2010 ■ Terracon Project No. 04105110
sample's RQD. The RQD is the percentage of the length of broken cores retrieved which have
core segments at least 4 inches in length compared to each drilled length.
The drilling operation was supervised by a geologist, who prepared field logs. The boring logs
include visual classifications of the materials encountered during drilling and the geologist‟s
interpretation of subsurface conditions between samples. Based on the material‟s texture, the
soil samples were described according to the attached General Notes and classified in
accordance with the Unified Soil Classification System. A brief description of the Unified
System is included in the appendix. Rock descriptions are in general accordance with the
General Notes for Sedimentary Rock. Petrographic analysis of rock cores may reveal other
rock types.
Field Mapping of the Site
As part of the field exploration, a Terracon geologist visited the site to observe and geologically
map existing rock outcrops in the large cut area between Station 385+00 and Station 391+00.
However, only small areas of exposed rock were found because the project area is relatively
undeveloped and the weathered soils covering the rock in the rolling terrain offers limited
bedrock exposures.
Borehole Logging Using a Down-Hole Optical Televiewer
To obtain structural information on the bedrock formations, four borings (Cut-2, Cut-4, Cut-5,
and HML-2) were logged with a down-hole optical televiewer. The use of this technology was
necessary because of the lack of surface rock exposures.
The televiewer generates a continuous oriented 360 degree image of the borehole wall using an
optical imaging system. The tool includes an orientation device consisting of a precision 3 axis
magnetometer and 3 accelerometers thus allowing accurate borehole deviation data to be
obtained during the same logging run. The optical televiewer information was processed and
provided dip and dip direction of jointing, bedding, and lithologic breaks of the bedrock
formations.
Geologic structure obtained from field mapping and borehole logging was analyzed using
RockPack III software. The RockPack III programs were designed to help manage and study
rock mass discontinuities and the potential failures they might cause. Geologic structure (faults,
joints, fractures, and bedding planes) is loaded into the program in the form of dip angle and dip
direction with other discontinuity data. This information is transformed by the program into
stereonets. Stereonets permit the three-dimensional analysis of the discontinuities within the
rock mass. The stereonets also enable a kinematic analysis of the rock mass. Kinematics is
the branch of dynamics that examines motion or potential motion without considering mass and
Geotechnical Engineering Report Cut Section Evaluation – I-40 Port of Entry Sequoyah County, Oklahoma October 19, 2010 ■ Terracon Project No. 04105110
force. Potential plane, wedge, and toppling rock failures may be identified kinematically on
stereonets using Markland‟s Test.
Seismic Refraction Test
Terracon also performed seismic refraction surveys at three cut sections using the p-wave
refraction method. Survey locations and spacings were as followings:
Line 1: between borings Cut-14 and Cut-16, 18 foot spacings between geophones, with
7 shot locations.
Line 2: between borings Cut-3 and Cut-7, 18 foot spacings between geophones, with 7
shot locations.
Line 3: between borings Cut-10 and Cut-11, 18 foot spacings between geophones, with
7 shot locations.
A shot location is a spot where the source, in this case an accelerated weight drop consisting of
a 100-pound weight that is fired onto a plate below, was activated to create the p-waves. A
single shot consisted of a blow from the source. At each shot location, at least 5 shots were
recorded. The geophones were triggered by the source, and a 0.5 second data set with a 0.125
millisecond sample interval was recorded for each shot. Each geophone and shot location was
surveyed for relative elevation only, yielding a relative topographic profile of the array.
The data sets for each shot location were combined and first break points were chosen. First
break points are the time it takes the first p-wave to arrive at each of the 24 geophones. Using
only the first break points and survey geometry, the data is forward modeled using a non-linear
optimization technique called adaptive simulated annealing. This algorithm determines the p-
wave velocity model with the minimum travel-time error without searching through every
possible model. This method yields a true 2-D profile along the array. The results of P wave
refraction surveys are included in Appendix B of the report.
RQD70%
100%
98%
78%
80%0SS
14
RQD75%
RQD10%
RQD10%
50/2"
27/6"50/4"
20 S-1LL=19PL=16PI=3
-#200=21%12CL
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
SS
PA
7
6
5
43
1GM
2
psi10460
psi8180
psi2730
SILTY GRAVELwith sand, brown (10YR 5/3), mediumdense
3
PA
573.5
581
583.5
585
5.5
1.5
SANDSTONE+with clay filled fractures and seams,yellowish-brown (10YR 5/6), well cemented
SANDSTONE+trace thin clay seams, dark yellowish-brown(10YR 4/4), well cemented
WEATHERED SANDSTONE+dark yellowish-brown (10YR 4/4), wellcemented
LEAN CLAYwith sandstone fragments, strong brown(7.5YR 4/6), very stiff
13
RIG FOREMAN36JOB #
LOG OF BORING NO. Cut-2CLIENT
CH Guernsey & Co
04105110
SS
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
8-23-10
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
5
10
15
20
8/26/10
WATER LEVEL OBSERVATIONS, ft
Approx. Surface Elev.: 586.6 ft
Sequoyah County, Oklahoma
None to 6 feet WD
Continued Next Page
Page 1 of 2
between soil and rock types: in-situ, the transition may be gradual.
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Interstate 40 Port of Entry
DESCRIPTION
TESTS
7
5
DB
DB
DB
GR
AP
HIC
LO
G
BORING COMPLETED
Boring Location: STATION 386+39, 566' LT
8-23-10
PROJECT
SZCSK
DB
WL
WL
WLATV
BORING STARTED
SITE
The stratification lines represent the approximate boundary lines
APPROVED
8
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
DB
DB
DB
11
TESTS
9
DESCRIPTION
98%
10
Page 2 of 2
Sequoyah County, Oklahoma
None to 6 feet WD
DB
83%
between soil and rock types: in-situ, the transition may be gradual.
GR
AP
HIC
LO
G
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
8030
SANDSTONE+with thin shale seams, gray (10YR 5/1) anddark gray (10YR 4/1), well cemented
SANDSTONE+with clay filled fractures and seams,yellowish-brown (10YR 5/6), well cemented
psi
96%
psi
psi10210
6060
Interstate 40 Port of Entry
RQD72%
RQD52%
RQD40%
RQD38%
BOTTOM OF BORING
+Classification estimated from disturbedsamples and or core samples.Petrographic analysis may reveal otherrock types.
541.5
550.5
45
36
60%
8-23-10FOREMAN
25
30
35
40
45
8/26/10
RE
CO
VE
RY
, in.
DR
Y U
NIT
WT
pcf
LOG OF BORING NO. Cut-2
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
DE
PTH
, ft.
SAMPLES
8-23-10
PROJECT
SZCSKAPPROVED
RIG
WATER LEVEL OBSERVATIONS, ftWL
WL
WLATV
BORING STARTED
SITE
The stratification lines represent the approximate boundary lines
BORING COMPLETED
JOB #
CLIENTCH Guernsey & Co
0410511036
10
SS
16
18
14
6
9
27/6"
38
66
28
44
53
44
S-3LL=22PL=14PI=8
-#200=30%
16
1
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
SS
SS
SSPA
7
6
5
4
2
CL
CL
CL
CL
SC 3
LEAN CLAYlight olive-brown (2.5Y 5/6), strong brown(7.5YR 4/6), and gray (10YR 5/1), very stiff
CLAYEY SANDwith sandstone seams, strong brown(7.5YR 4/6), dense
HIGHLY WEATHERED SANDSTONE+with clay filled seams, pale yellow (2.5Y7/3) and strong brown (7.5YR 4/6), poorlycemented
LEAN CLAYwith sand, strong brown (7.5YR 4/6), stiff
537
PA
517
SHALEY LEAN CLAYlight olive-brown (2.5Y 5/6), very stiff
534
(with gray (10YR 5/1) below 18.5 feet)
540.5
24.5
13.5
7.5
4.5
1
528
US
CS
SY
MB
OL
RIG FOREMAN
JOB #
CLIENTCH Guernsey & Co
04105110
WA
TER
CO
NTE
NT,
%
33
TYP
E
None
PA
NU
MB
ER
PA
SAMPLES
DR
Y U
NIT
WT
pcf
DE
PTH
, ft.
Boring Location: STATION 386+38, 348' LT
5
10
15
20
8/25/10
LOG OF BORING NO. Cut-3
ABWD 8-18-10
RE
CO
VE
RY
, in.
14
Continued Next Page
Page 1 of 2
between soil and rock types: in-situ, the transition may be gradual.
GR
AP
HIC
LO
G
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Approx. Surface Elev.: 541.7 ft
DESCRIPTION
None
17
Sequoyah County, Oklahoma
14
18
8
6
6
SS
PA
SS
PA
SS
TESTS
WL
WL
WL
WATER LEVEL OBSERVATIONS, ft 8-18-10
PROJECT
SZCSKAPPROVED
BORING COMPLETED
SM
BORING STARTED
SITE
The stratification lines represent the approximate boundary lines
Interstate 40 Port of Entry
SP
T-N
BLO
WS
/ ft.
SS
PA
SS
PA
10
9 8
15
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
8
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Page 2 of 2
between soil and rock types: in-situ, the transition may be gradual.
PA
GR
AP
HIC
LO
G
SS
DESCRIPTION
TESTS
3
11
15
BOTTOM OF BORING
+Classification estimated from disturbedsamples and or core samples.Petrographic analysis may reveal otherrock types.
SHALE+dark gray (10YR 4/1), hard
SHALE+dark gray (10YR 4/1) and olive-brown (2.5Y4/3), moderately hard
HIGHLY WEATHERED SHALE+light olive-brown (2.5Y 5/6) and gray (10YR5/1), soft
1
37.5
50/2"
50/4"
49
50/6"
34
503
504
507.5
38.7
25
30
35
8/25/10
LOG OF BORING NO. Cut-3
AB 8-18-10
RE
CO
VE
RY
, in.
Sequoyah County, Oklahoma
FOREMANWD
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
DE
PTH
, ft.
DR
Y U
NIT
WT
pcf
WL
WL
WL
8-18-10
PROJECT
SZCSKAPPROVED
BORING COMPLETED
RIGNone
SM
BORING STARTED
SITE
The stratification lines represent the approximate boundary lines
Interstate 40 Port of Entry
CH Guernsey & CoCLIENT
JOB # 0410511033
NoneWATER LEVEL OBSERVATIONS, ft
16
90%
100%
98%
90%1
SS
14
RQD45%
RQD53%
RQD63%
RQD60%
50/1"
50/5"
42
24 S-1LL=16PL=15PI=1
-#200=24%
8
1
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
SS
PA
8
7
6
54
2CL
SM
3
psi10120
psi10190
psi11420
SILTY SANDwith gravel, brown (10YR 5/3), mediumdense
23
PA
564.5
579.5
586.5
8
6
1
SANDSTONE+with clay seams, yellowish-brown (10YR5/6), well cemented
WEATHERED SANDSTONE+light brown (7.5YR 6/4) and yellowish-red(5Y 4/6), well cemented
LEAN CLAYwith sandstone fragments and seams,strong brown (7.5YR 4/6), very stiff
581.5
WATER LEVEL OBSERVATIONS, ft
RIG FOREMAN8-23-10
JOB #
CLIENTCH Guernsey & Co
0410511037.5
SS
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLESBoring Location: STATION 388+19, 564' LT
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
5
10
15
20
8/26/10
LOG OF BORING NO. Cut-4
DESCRIPTION
None to 8 feet WD
Continued Next Page
Page 1 of 2
between soil and rock types: in-situ, the transition may be gradual.
GR
AP
HIC
LO
G
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Approx. Surface Elev.: 587.7 ft
TESTS
3
4
4
4
DB
DB
DB
DBSS
8-23-10
PROJECT
SZCSKAPPROVED
Sequoyah County, Oklahoma
BORING COMPLETED
PA
WL
WL
WLATV
BORING STARTED
SITE
The stratification lines represent the approximate boundary lines
Interstate 40 Port of Entry
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
10
9CL
12
DB
100%
97%
95%
35%
RQD92%
None to 8 feet WD
Page 2 of 2
between soil and rock types: in-situ, the transition may be gradual.
11
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
RQD7%
DESCRIPTION
TESTS
DB
DB
DB
GR
AP
HIC
LO
G
psi
SANDSTONE+with thin shale seams, gray (10YR 5/1) anddark gray (10YR 4/1), well cemented
SHALEY LEAN CLAYwith sandstone seams, light olive-brown(2.5Y 5/4) and yellowish-brown (10YR 5/6),very stiff
HIGHLY WEATHERED SANDSTONE+with clay seams, yellowish-brown (10YR5/6) and yellowish-red (5Y 4/6), cemented
RQD53% 3970
10200
psi
542.5
Sequoyah County, Oklahoma
BOTTOM OF BORING
+Classification estimated from disturbedsamples and or core samples.Petrographic analysis may reveal otherrock types.
555.5
559.5
45
32
28
RQD57%
25
30
35
40
45
8/26/10
LOG OF BORING NO. Cut-4
8-23-10
RE
CO
VE
RY
, in.
RIG FOREMAN
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
DE
PTH
, ft.
DR
Y U
NIT
WT
pcf
BORING STARTED
CSKAPPROVED
BORING COMPLETED
PROJECT
ATV
8-23-10
SITE
The stratification lines represent the approximate boundary lines
Interstate 40 Port of Entry
WL
WL
WL
CH Guernsey & Co
JOB #
CLIENT
SZ04105110
37.5
WATER LEVEL OBSERVATIONS, ft
RQD0%
95%
100%
37%
98%
10
RQD0%
RQD0%
RQD0%
RQD38%
37
S-6LL=42PL=25PI=17
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
97%2
DB
DB
PA
SSPA
6
5
3
1
CL
CL
CL
4
SILTY LEAN CLAYwith sandstone fragments, strong brown(7.5YR 4/6), stiff
psi1820
psi
HIGHLY WEATHERED SANDSTONE+with clay seams, strong brown (7.5YR 4/6)and dark brown (7.5YR 3/4), cemented
10270
15.5 537.5
542.5
HIGHLY WEATHERED SANDSTONE+pale yellow (2.5Y 7/3) and strong brown(7.5YR 4/6), poorly cemented
552.5
SANDSTONE+with clay seams, strong brown (7.5YR 4/6)and olive-brown (2.5Y 4/4), well cemented
10.5
3
0.5
SHALEY LEAN CLAYwith thin sandstone seams, lightolive-brown (2.5Y 5/4) and yellowish-brown(10YR 5/6), very stiff
DB
550
CLIENT
RIG FOREMAN
WA
TER
CO
NTE
NT,
%
8-24-10
TYP
E
CH Guernsey & Co
DBN
UM
BE
R
JOB #
DR
Y U
NIT
WT
pcf
US
CS
SY
MB
OL
SAMPLES
RE
CO
VE
RY
, in.
DE
PTH
, ft.
5
10
15
20
8/25/10
LOG OF BORING NO. Cut-5
SP
T-N
BLO
WS
/ ft.
between soil and rock types: in-situ, the transition may be gradual.
DB
Sequoyah County, Oklahoma
None to 3.5 feet WD
Page 1 of 2
The stratification lines represent the approximate boundary lines
GR
AP
HIC
LO
G
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Approx. Surface Elev.: 553.2 ft
DESCRIPTION
TESTS
1
Continued Next Page
APPROVED 0410511022
WATER LEVEL OBSERVATIONS, ft
Boring Location: STATION 388+27, 350' LT
8-18-10
PROJECTInterstate 40 Port of Entry
CSK
BORING COMPLETEDWL
WL
WLATV
BORING STARTED
SITE
SM
CL
7
8
9
DB
DB
DB
TESTS
DESCRIPTION
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
None to 3.5 feet WD
Sequoyah County, Oklahoma Interstate 40 Port of EntrySITE
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
520
SHALEY LEAN CLAYwith thin sandstone seams, lightolive-brown (2.5Y 5/4) and yellowish-brown(10YR 5/6), very stiff(dark yellowish-brown (10YR 4/6) below 25feet)
HIGHLY WEATHERED SHALE+dark gray (10YR 4/1), moderately hard
(fractured from 36 to 37 feet)
BOTTOM OF BORING
+Classification estimated from disturbedsamples and or core samples.Petrographic analysis may reveal otherrock types.
RQD0%
87%
98%
95%
33
RQD0%
40.5 512.5
RQD44%
The stratification lines represent the approximate boundary lines
8-24-10
LOG OF BORING NO. Cut-5
8/25/10
25
30
35
40
DE
PTH
, ft.
DR
Y U
NIT
WT
pcf
RIG
SAMPLES
US
CS
SY
MB
OL
WA
TER
CO
NTE
NT,
%
TYP
E
NU
MB
ER
SP
T-N
BLO
WS
/ ft.
RE
CO
VE
RY
, in.
APPROVED
WATER LEVEL OBSERVATIONS, ft 8-18-10
PROJECT
CSK 04105110
BORING COMPLETEDWL
WL
WLATV SMFOREMAN
JOB #22
CLIENTCH Guernsey & Co
BORING STARTED
14
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
18
2
18
16
50/2"
29/6"50/6"
28
23
50/4"
652
PA
PA
SS
SSPA
7
6
5
3
1
CLCH
CLCH
CLCH
SCSM
CL
4
38
SILTY CLAYEY SANDwith gravel, trace sandstone seams, darkbrown (10YR 3/3), very dense
SANDY LEAN CLAYwith sandstone fragments, strong brown(7.5YR 4/6), very stiff
SANDY LEAN TO FAT CLAYyellowish-red (5YR 4/6), lightyellowish-brown (10YR 6/4), and gray(10YR 5/1), very stiff
(sandstone seam from about 11.5 to 13feet)
578
SS
SANDSTONE+dark brown (10YR 3/3), cemented 577
S-2LL=23PL=17PI=6
-#200=28%
581
19.5
6
5
2
SANDSTONE+with shaley lean clay seams, dark brown(10YR 3/3), gray (10YR 6/1), andyellowish-brown (10YR 5/6), well cemented
563.5
CLIENT
PA
RIG FOREMAN8-23-10
CH Guernsey & Co
04105110
WATER LEVEL OBSERVATIONS, ft
SS
Boring Location: STATION 390+25, 550' LT
JOB #
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
5
10
15
20
LOG OF BORING NO. Cut-6
26
Continued Next Page
Page 1 of 2
between soil and rock types: in-situ, the transition may be gradual.
GR
AP
HIC
LO
G
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Approx. Surface Elev.: 582.9 ft
DESCRIPTION
16
None to 33 feet WD
13
20
5
13
5
SS
PA
SS
PA
SS
TESTS
ATV
8-20-10
PROJECT
SZCSKAPPROVED
BORING COMPLETEDWL
WL
WL
BORING STARTED
SITE
The stratification lines represent the approximate boundary lines
Interstate 40 Port of EntrySequoyah County, Oklahoma
CL
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
10
96%
98%0
97%1SS
TESTS
3
16
DB
DB
8
DB9
PA
SS
PA
13
1211 50/1"SS
RQD63%
SANDSTONE+with thin shale seams, gray (10YR 5/1) anddark gray (10YR 4/1), well cemented
SHALEY LEAN CLAYwith sandstone fragments and seams, lightolive-brown (2.5Y 5/4), yellowish-brown(10YR 5/6), and gray (10YR 5/1), very stiff
psi14820
RQD0%
50/2"
46
BOTTOM OF BORING
+Classification estimated from disturbedsamples and or core samples.Petrographic analysis may reveal otherrock types.
RQD53%
538
552.5
557
45
30.5
26
RIG
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
LOG OF BORING NO. Cut-6
8-23-10FOREMAN
JOB #
DESCRIPTION
CLIENT
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
25
30
35
40
45
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
ATV
BORING STARTED
SITE
The stratification lines represent the approximate boundary lines
Interstate 40 Port of EntrySequoyah County, Oklahoma
None to 33 feet WD
Page 2 of 2
between soil and rock types: in-situ, the transition may be gradual.
GR
AP
HIC
LO
G
CH Guernsey & Co
04105110
WATER LEVEL OBSERVATIONS, ftWL
WL
WL
8-20-10
PROJECT
SZCSKAPPROVED
BORING COMPLETED
8414
15
86%
90%
75%1
1
43
RQD77%
RQD65%
RQD62%
50/1"
50/1"
50/5"
S-7LL=49PL=26PI=23
-#200=97%
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
1
CL
SS
8
7
6
5
43
2
CL
1
psi6910
psi9530
SILTwith sandstone fragments and sand, strongbrown (7.5YR 4/6), stiffSANDSTONE+strong brown (7.5YR 4/6) and pale yellow(2.5Y 7/3), well cemented
18
529
534
547
23
PA
5
1
SHALEY LEAN CLAYlight olive-brown (2.5Y 5/6) and gray (10YR5/1), very stiff
(highly fractured below 16 feet)
(with clay seams below 14 feet)
SANDSTONE+strong brown (7.5YR 4/6), well cemented
551
WA
TER
CO
NTE
NT,
%
RIG FOREMAN
JOB #
CLIENTCH Guernsey & Co
0410511019
WATER LEVEL OBSERVATIONS, ft
TYP
E
Boring Location: STATION 390+16, 350' LT
PA
NU
MB
ER
RE
CO
VE
RY
, in.
US
CS
SY
MB
OL
SAMPLES
DR
Y U
NIT
WT
pcf
SP
T-N
BLO
WS
/ ft.
DE
PTH
, ft.
5
10
15
20
8/25/10
LOG OF BORING NO. Cut-7
8-19-10
18
Continued Next Page
Page 1 of 2
between soil and rock types: in-situ, the transition may be gradual.
GR
AP
HIC
LO
G
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Approx. Surface Elev.: 552.0 ft
SS
TESTS
None to 5 feet WD
23
4
SS
RB
SS
DB
DB
DBSS
PA
DESCRIPTION
BORING STARTED 8-19-10
PROJECT
SMCSKAPPROVED
BORING COMPLETED
ATV
SITE
The stratification lines represent the approximate boundary lines
Interstate 40 Port of EntrySequoyah County, Oklahoma
WL
WL
WL
12 DB
DB
RBSS
RB
RB
TESTS
11
10
9
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
SS
Sequoyah County, Oklahoma
None to 5 feet WD
15
between soil and rock types: in-situ, the transition may be gradual.
16
GR
AP
HIC
LO
G
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
DESCRIPTION
Page 2 of 2
28.5
BOTTOM OF BORING
+Classification estimated from disturbedsamples and or core samples.Petrographic analysis may reveal otherrock types.
SHALE+dark gray (10YR 4/1), soft to moderatelyhard
507
SHALEY LEAN CLAYdark gray (10YR 4/1) and dark olive-brown(2.5Y 3/3), very stiff
50/3"
100%
88%
2
6
45
RQD60%
523.550/6"
RQD55%
25
30
35
40
45
8/25/10
LOG OF BORING NO. Cut-7
Interstate 40 Port of Entry
8-19-10
DR
Y U
NIT
WT
pcf
FOREMAN
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
DE
PTH
, ft.
RE
CO
VE
RY
, in.
WL
WL
WL
PROJECT
SMCSKAPPROVED
BORING COMPLETED
RIG ATV
BORING STARTED
SITE
The stratification lines represent the approximate boundary lines
CH Guernsey & Co
JOB #
CLIENT
8-19-10
0410511019
WATER LEVEL OBSERVATIONS, ft
8
23
4"
16
14
10
11
8
50/6"
50/4"
59
21
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
2
SS
SS
PA
SS
SSPA
7
6
5
3
1
CL
CL
CH
CH
CH 17
4
(trace sandstone fragements below 5 feet)
FAT CLAYwith sand, yellowish-red (5YR 4/6) andyellowish-brown (10YR 5/6), very stiff
FAT CLAYwith sand, strong brown (7.5YR 5/6), verystiff
17
BOTTOM OF BORING
494.5
S-3LL=74PL=30PI=44
-#200=84%
S-1LL=50PL=24PI=26
-#200=75%
SHALEY LEAN CLAYlight olive-brown (2.5Y 5/6) and gray (10YR5/1), very stiff
484WEATHERED SHALE+light olive-brown (2.5Y 5/6) and gray (10YR5/1), soft
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
501
23.9
19
8.5
2
PA
479
JOB #
8-17-10RIG FOREMAN
SS
CLIENTCH Guernsey & Co
04105110
PA
None
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
WD AB
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
5
10
15
20
8/19/10
LOG OF BORING NO. Cut-9
None
TESTSSequoyah County, Oklahoma
Page 1 of 1
between soil and rock types: in-situ, the transition may be gradual.
GR
AP
HIC
LO
G
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Approx. Surface Elev.: 503.1 ft
DESCRIPTION
9
9
11
13
22
20
11
SS
PASS
PA
None
Boring Location: STATION 395+23, 85' LT
8-17-10
PROJECT
SMAPPROVED
WATER LEVEL OBSERVATIONS, ftWL
WL
WLATV
Interstate 40 Port of Entry
BORING STARTED
BORING COMPLETED
CSK
SITE
The stratification lines represent the approximate boundary lines
34
SS
6
7
12
10
2
10
11
50/4"
18
16
19
6/6"12/6"
S-4LL=56PL=24PI=32
-#200=85%
S-2LL=51PL=24PI=27
-#200=53%
50/3"
CL
PA
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
6
4
3
2
1
CL
CH
CH
CH
FAT CLAYwith sandstone fragments, yellowish-red(5YR 4/6) and yellowish-brown (10YR 5/6),very stiff
LEAN CLAYwith sandstone fragements, strong brown(7.5YR 4/6), very stiff
DozedSILTY LEAN CLAYlight yellowish-brown (10YR 6/4), stiff
SHALE+olive-brown (2.5Y 4/4), soft
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
13
7475
480
486
494
497
498
FAT CLAYwith sandstone fragments, yellowish-red(5YR 4/6) and gray (10YR 5/1), very stiff
19
SHALEY LEAN CLAYyellowish-brown (10YR 5/6) and gray(10YR 5/1), very stiff
5
2
1
BOTTOM OF BORING23.7
04105110
SAMPLES
JOB #
CLIENT
RIG
CH Guernsey & Co
NoneNone
WATER LEVEL OBSERVATIONS, ft
None
Boring Location: STATION 398+39, 62' LT
5
US
CS
SY
MB
OL
SS
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
FOREMAN SZ
5
10
15
20
8/27/10
LOG OF BORING NO. Cut-10
ABWD 8-26-10
DE
PTH
, ft.
11
GR
AP
HIC
LO
G
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Approx. Surface Elev.: 498.8 ft
DESCRIPTION
TESTS
9
9
13
PROJECT
22
Page 1 of 1
19
SS
PASS
PA
SS
PA
SS
PA
SS
PA
19
8-26-10
TYP
E
CSK
NU
MB
ER
APPROVED
SP
T-N
BLO
WS
/ ft.
BORING COMPLETEDWL
WL
WL
BORING STARTED
between soil and rock types: in-situ, the transition may be gradual.
SITE
The stratification lines represent the approximate boundary lines
Interstate 40 Port of EntrySequoyah County, Oklahoma
WA
TER
CO
NTE
NT,
%
ATV
45
3
4
10
10
18
16
12
50/4"
50/6"
50/6"
21
14
S-2LL=43PL=25PI=18
-#200=85%
SS
50/5"
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
7
5
4
3
2
1
CL
CL
CL
LEAN CLAYwith sand, light olive-brown (2.5Y 5/4) andgray (10YR 5/1), very stiff
DozedLEAN CLAYwith sandstone fragments, yellowish-brown(10YR 5/8), very stiff
WEATHERED SHALE+light olive-brown (2.5Y 5/4) and gray (10YR5/1), soft
WEATHERED SHALE+light olive-brown (2.5Y 4/4) and dark gray(10YR 4/1), soft
5
455
455.5
465
469.5
473.5
476.5
23.8
23
SHALEY LEAN CLAYlight olive-brown (2.5Y 5/4) and gray (10YR5/1), very stiff
9
PA
2
BOTTOM OF BORINGSHALE+ ++
++ dark gray (10YR 4/1) and darkolive-brown (2.5Y 3/3), moderately hard
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
13.5
RIG FOREMAN
JOB #
CLIENT
6
8-26-10
CH Guernsey & Co
04105110None
NoneWATER LEVEL OBSERVATIONS, ft
None
Boring Location: STATION 403+21, 66' LT
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
5
10
15
20
8/27/10
LOG OF BORING NO. Cut-11
ABWD
PROJECT
14
GR
AP
HIC
LO
G
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Approx. Surface Elev.: 478.6 ft
DESCRIPTION
TESTS
8
9
8
Page 1 of 1
11
16
SS
PASS
PA
SS
PA
SS
PA
SS
PA
11
ATV
SS
SZCSKAPPROVED
BORING COMPLETED
between soil and rock types: in-situ, the transition may be gradual.
WL
WL
WL
8-26-10BORING STARTED
SITE
The stratification lines represent the approximate boundary lines
Interstate 40 Port of EntrySequoyah County, Oklahoma
4
17
12
11
18
16
9
12
50/5"
50/6"
50/6"
PA
4
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
PA
PA
SS
PA
SS
SSPA
7
5
3
2
1
CL
CL
SC
SC
15
6
SHALEY LEAN CLAYlight olive-brown (2.5Y 5/4) and gray (10YR5/1), very stiff
SANDY LEAN CLAYyellowish-red (5YR 4/6) andyellowish-brown (10YR 5/8), very stiff
CLAYEY SANDstrong brown (7.5YR 5/8), medium dense
24
481
13
S-3LL=37PL=17PI=20
-#200=51%
S-1LL=33PL=17PI=16
-#200=49%
WEATHERED SHALE+light olive-brown (2.5Y 5/4), soft
490.5
496
499.5
23.5
14
8.5
5
SS
JOB #
8-26-10RIG FOREMAN
None
CLIENTCH Guernsey & Co
SS
SS
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
WD AB
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
5
10
15
20
8/27/10
LOG OF BORING NO. Cut-12
None
Sequoyah County, Oklahoma
Continued Next Page
Page 1 of 2
between soil and rock types: in-situ, the transition may be gradual.
GR
AP
HIC
LO
G
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
04105110
Interstate 40 Port of Entry
DESCRIPTION
TESTS
7
10
9
12
10
9
9
SS
PA
Approx. Surface Elev.: 504.5 ft
None
Boring Location: STATION 365+14, 70' LT
8-26-10
PROJECT
SZAPPROVED
BORING STARTEDWATER LEVEL OBSERVATIONS, ft
The stratification lines represent the approximate boundary lines
SITE
CSK
BORING COMPLETED
ATV
WL
WL
WL
APPROVED
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Sequoyah County, OklahomaTESTS
9
Interstate 40 Port of Entry
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
ATV
WL
WL
WL
BORING COMPLETED
4
SHALE+olive -brown (2.5Y 4/4) and dark gray(10YR 4/1), soft
BOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
33.8 470.5
DESCRIPTION
50/4"
CSK
4
8
9
PA
SSPA
SS
1050/4"
WD AB
LOG OF BORING NO. Cut-12
8/27/10
25
30
DE
PTH
, ft.
RE
CO
VE
RY
, in.
SAMPLES
US
CS
SY
MB
OL
WA
TER
CO
NTE
NT,
%
TYP
E
NU
MB
ER
SP
T-N
BLO
WS
/ ft.
DR
Y U
NIT
WT
pcf
SZ
PROJECT
8-26-10None
WATER LEVEL OBSERVATIONS, ft
NoneNone
04105110
8-26-10RIG FOREMAN
CH Guernsey & Co
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
JOB #
CLIENT
3
SS
1
14
8
12
12
8
50/4"
50/4"
71
30
2050/2"
2
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
SS
SS
SSPA
7
6
5
3
S-4LL=48PL=23PI=25
-#200=91%
1
CL
CL
CL
CL
CL
4
SHALEY LEAN CLAYyellowish-brown (10YR 5/6) and gray(10YR 5/1), very stiff
SANDSTONEyellowish-brown (10YR 5/6), cemented
LEAN CLAYwith sand, yellowish-brown (10YR 5/6) andlight yellowish-brown (10YR 6/4), stiff tovery stiff 17
487.5
PA
S-2LL=46PL=23PI=23
-#200=72%
SHALEY LEAN CLAYdark yellowish-brown (10YR 4/4) and gray(10YR 5/1), very stiff
482.5SHALE+with sandstone seams, olive-brown (2.5Y4/4) and yellowish-brown (10YR 5/6), soft
494.5495
18.5
13.5
6.56
11
CLIENT
PA
RIG FOREMAN8-16-10
CH Guernsey & Co
04105110
WATER LEVEL OBSERVATIONS, ft
PA
JOB #
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
5
10
15
20
LOG OF BORING NO. Cut-13
19
Continued Next Page
Page 1 of 2
between soil and rock types: in-situ, the transition may be gradual.
GR
AP
HIC
LO
G
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Approx. Surface Elev.: 501.0 ft
DESCRIPTION
Boring Location: STATION 368+05, 36' LT
12
None to 13.5 feet WD
11
14
9
14
12
RBSS
WBSS
WB
SS
TESTS
ATV
PROJECT
TSCSKAPPROVED
BORING COMPLETEDWL
WL
WL
SITE
The stratification lines represent the approximate boundary lines
8-16-10
Interstate 40 Port of Entry
BORING STARTED
Sequoyah County, Oklahoma
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
8
9
SSRB
SS
16
15
TESTS
DESCRIPTION
3
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
None to 13.5 feet WD
Sequoyah County, Oklahoma
33
SHALE+with sandstone seams, olive-brown (2.5Y4/4) and yellowish-brown (10YR 5/6), soft
WEATHERED SHALE+trace sandstone seams, olive-brown (2.5Y4/4) and dark gray (10YR 4/1), soft
SHALE+dark gray (10YR 4/1), softBOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
28.5
The stratification lines represent the approximate boundary lines
33.9
472.5
468
467
50/5"
50/5"
8
Interstate 40 Port of Entry
8-16-10
LOG OF BORING NO. Cut-13
25
30
DE
PTH
, ft.
SITE
DR
Y U
NIT
WT
pcf
RIG
SAMPLES
US
CS
SY
MB
OL
WA
TER
CO
NTE
NT,
%
TYP
E
NU
MB
ER
SP
T-N
BLO
WS
/ ft.
RE
CO
VE
RY
, in.
BORING COMPLETED8-16-10
PROJECT
TSCSK
WATER LEVEL OBSERVATIONS, ftWL
WL
WLATV
BORING STARTED
APPROVED
CLIENT
04105110
CH Guernsey & Co
FOREMAN
JOB #
10
CH
12
7
16
14
9
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
PA
PA
PA
SS
PA
SS
PA
SS
PA
SM SS
SM
7
6
5
4
3
2
1
CL
CL
44/6"
SS
WEATHERED SHALE+light olive-brown (2.5Y 5/6) and gray (10YR5/1), soft
SHALEY LEAN CLAYlight olive-brown (2.5Y 5/6) and gray (10YR5/1), very stiff
FAT CLAYtrace sandstone fragments, yellowish-red(5YR 4/6) and yellowish-brown (10YR 5/6),very stiff
DozedSILTY SANDwith sandstone fragments, strong brown(10YR 5/6), dense 8
50/3"
46
38
16
44
31
S-3LL=76PL=32PI=44
-#200=85%
S-1LL=NPPL=NPPI=NP
-#200=27%
500
510.5
515
18.5
8
3.5
SS
WD 8-18-10RIG FOREMAN
3
LOG OF BORING NO. Cut-14
JOB #
CLIENT
SS
04105110
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
AB
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
5
10
15
20
8/25/10
Approx. Surface Elev.: 518.5 ft
Sequoyah County, Oklahoma
Continued Next Page
Page 1 of 2
between soil and rock types: in-situ, the transition may be gradual.
CH Guernsey & Co
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
The stratification lines represent the approximate boundary lines
DESCRIPTION
TESTS
11
8
10
10
23
17
GR
AP
HIC
LO
G
None
Boring Location: STATION 371+16, 53' LT
8-18-10
PROJECT
SMCSK
Interstate 40 Port of Entry
WATER LEVEL OBSERVATIONS, ft
None
APPROVED
BORING COMPLETEDWL
WL
WLATV
BORING STARTED
SITE
None
PA
11
10
9
8
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
SS
7
8 14
between soil and rock types: in-situ, the transition may be gradual.
GR
AP
HIC
LO
G
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
DESCRIPTION
SS
11
PA
11
9
SS
PA
SS
PA
50/5"
TESTS
5
BOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
WEATHERED SHALE+dark gray (10YR 4/1) and light olive-brown(2.5Y 5/6), soft
WEATHERED SHALE+trace sandstone seams, gray (10YR 5/1),light olive- brown (2.5Y 5/6) and dark brown(7.5YR 3/4), soft
(trace sandstone seams, dark brown(7.5YR 3/4) below 28.5 feet)
WEATHERED SHALE+light olive-brown (2.5Y 5/6) and gray (10YR5/1), soft
Page 2 of 2
50/5"
50/6"
50/4"
50/5"
8
474
475.5
480
44.3
43
38.5
8/25/10
LOG OF BORING NO. Cut-14
ABWD 8-18-10RIG FOREMAN
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
25
30
35
40
JOB #
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
SITE
APPROVED
BORING COMPLETEDWL
WL
WLATV
PROJECT
The stratification lines represent the approximate boundary lines
Interstate 40 Port of EntrySequoyah County, Oklahoma
BORING STARTED
CLIENTCH Guernsey & Co
CSK 04105110SMNone
NoneWATER LEVEL OBSERVATIONS, ft
None8-18-10
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
GM
4
10
9
12
14
8
8
7
SS
SS
PA
SS
PA
SS
PA
SS
PA
6
5
4
3
2
1
CL
CH
CH
50/5"
SS
50/6"
SHALEY LEAN CLAYlight olive-brown (2.5Y 5/6) and gray (10YR4/1), very stiff
FAT CLAYwith sandstone fragments, yellowish-red(5YR 4/6) and yellowish-brown (10YR 5/6),very stiff
SILTY GRAVELwith sand, strong brown (7.5YR 5/6), dense
WEATHERED SHALE+light olive-brown (2.5Y 5/4) and gray (10YR5/1), soft
PA
41
19
18
34
S-3LL=58PL=28PI=30
-#200=93%
S-1LL=NPPL=NPPI=NP
-#200=14%
(trace sandstone seams below 8.5 feet)
50/5"
505
513
517
14
6
2
SS
8-17-10RIG FOREMAN
AB
JOB #
CLIENTCH Guernsey & Co
PA
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
WDNone
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
5
10
15
20
8/18/10
LOG OF BORING NO. Cut-15
Sequoyah County, Oklahoma
Continued Next Page
Page 1 of 2
between soil and rock types: in-situ, the transition may be gradual.
GR
AP
HIC
LO
G
04105110
Approx. Surface Elev.: 519.0 ft
DESCRIPTION
TESTS
10
9
9
12
18
18
3
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
BORING COMPLETED8-17-10
PROJECT
SMNone
CSK
WATER LEVEL OBSERVATIONS, ft
Boring Location: STATION 373+00, 60' LT
APPROVED
WL
WL
WLATV
BORING STARTED
SITE
The stratification lines represent the approximate boundary lines
None
Interstate 40 Port of Entry
between soil and rock types: in-situ, the transition may be gradual.
10
9
8
PA
SS
2
3
3
50/4"
50/3"
7
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
GR
AP
HIC
LO
G
DESCRIPTION
TESTS
11
4
9
SS
PASS
PASS
PA
5BOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
SHALE+gray (10YR 5/1), soft to moderately hard
SHALE+grayish-brown (10YR 5/2), soft tomoderately hard
SHALE+trace sandstone seams, light olive-brown(2.5Y 5/4) and gray (10YR 5/1), soft
(trace sandstone seams and dark brown(7.5YR 3/4) below 28.5 feet)
WEATHERED SHALE+light olive-brown (2.5Y 5/4) and gray (10YR5/1), soft
50/5"
477
475
480.5
485.5
43.8
42
38.5
33.5
50/6"
FOREMAN
WA
TER
CO
NTE
NT,
%
WD 8-17-10RIG
LOG OF BORING NO. Cut-15
TYP
E
NU
MB
ER
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
SP
T-N
BLO
WS
/ ft.
US
CS
SY
MB
OL
SAMPLES
AB
CLIENT
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
25
30
35
40
8/18/10BORING COMPLETEDWL
WL
WLATV
BORING STARTED
Page 2 of 2
The stratification lines represent the approximate boundary lines
CSK
Interstate 40 Port of EntrySequoyah County, OklahomaSITE
None
JOB #
CH Guernsey & Co
04105110None
APPROVED
WATER LEVEL OBSERVATIONS, ft
None8-17-10
PROJECT
SM
50/3"
4
8
16
14
15
16
50/6"
43
49
1850/6"
54
23
S-4LL=44PL=18PI=26
-#200=78%
S-2LL=27PL=16PI=11
-#200=47%
SS
18
SC
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
PA
6
5
4
3
2
1
CL
CL
CL
CL
LEAN CLAYwith sandstone seams and boulders, paleyellow (2.5Y 7/3), very stiff
CLAYEY SANDtrace sandstone fragments, yellowish-red(5YR 4/6) and gray (10YR 5/1), very dense
LEAN CLAYwith sandstone fragments, strong brown(7.5YR 5/6), very stiff
WEATHERED SHALE+gray (10YR5/1) and light olive-brown (2.5Y5/6), soft
19 487.5
492.5
498LEAN CLAYwith sandstone seams and sand, strongbrown (7.5YR 4/6), very stiff
504.5
SHALEY LEAN CLAYgray (10YR 5/1) and ligh olive-brown (2.5Y5/6), very stiff
14
8.5
5
2
(with sandstone seams below 23.5 feet)
SS
501.5
JOB #
CLIENT
SM04105110
14
WATER LEVEL OBSERVATIONS, ft
Boring Location: STATION 376+00, 70' LT
WA
TER
CO
NTE
NT,
%
8-18-10
7
TYP
E
US
CS
SY
MB
OL
CH Guernsey & Co
SAMPLES
DR
Y U
NIT
WT
pcf
FOREMAN
DE
PTH
, ft.
RIG
5
10
15
20
8/19/10
LOG OF BORING NO. Cut-16
8-18-10
NU
MB
ER
RE
CO
VE
RY
, in.
9
GR
AP
HIC
LO
G
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Approx. Surface Elev.: 506.4 ft
DESCRIPTION
TESTS
14
13
29
PA
15
Page 1 of 2
13
SS
RBSS
WB
SS
WB
SS
PA
SS
14
The stratification lines represent the approximate boundary lines
CSK
SP
T-N
BLO
WS
/ ft.
APPROVED
BORING COMPLETEDWL
WL
WLATV
BORING STARTED
SITE
between soil and rock types: in-situ, the transition may be gradual.
Interstate 40 Port of EntrySequoyah County, Oklahoma
None to 8.5 feet WD
Continued Next Page
PROJECT
PROJECT
None to 8.5 feet WD
Sequoyah County, Oklahoma Interstate 40 Port of Entry
between soil and rock types: in-situ, the transition may be gradual.
SITE
BORING STARTED
ATV
WL
WL
WL
BORING COMPLETED
APPROVED CSK
The stratification lines represent the approximate boundary lines
WEATHERED SHALE+gray (10YR5/1) and light olive-brown (2.5Y5/6), soft
BOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
28.9 477.5 50/5"
Page 2 of 2
8-18-10
8
RB
SS 13
TESTS
DESCRIPTION
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
GR
AP
HIC
LO
G
4
SM
LOG OF BORING NO. Cut-16
8/19/10
25
DE
PTH
, ft.
RE
CO
VE
RY
, in.
DR
Y U
NIT
WT
pcf
8-18-10
SAMPLES
US
CS
SY
MB
OL
WA
TER
CO
NTE
NT,
%
TYP
E
NU
MB
ER
SP
T-N
BLO
WS
/ ft.
CLIENT
WATER LEVEL OBSERVATIONS, ft
1404105110
CH Guernsey & Co
BO
RE
HO
LE C
UT
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
JOB #
FOREMANRIG
BO
RE
HO
LE H
ML
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
CH
CH
9
14
12
11
10
SS
RB
RB
SS
WB
SS
WB
SS
CH
SS
31/6"50/6"
PA
6
5
4
3
2
1
CH
CH
PA
WEATHERED SHALE+light olive brown (2.5Y 5/4) and gray (10YR5/1), soft
FAT CLAYlight olive-brown (2.5Y 5/4) and gray (10YR5/1), very stiff
FAT CLAYyellowish-red (5YR 4/6) andyellowish-brown (10YR 5/6), very stiff
SILTY LEAN CLAYlight brown, very stiff 8 3
25
18
17
16
S-4LL=51PL=27PI=24
-#200=93%
S-2LL=69PL=31PI=38
-#200=90%
518.5
525
532.5
14.5
8
0.5
50/4"
8-24-10RIG FOREMAN
20
24hrs ABJOB #
CLIENT
SS
04105110
SP
T-N
BLO
WS
/ ft.
NU
MB
ER
TYP
E
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
LOG OF BORING NO. HML-2
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
5
10
15
20
GR
AP
HIC
LO
G
CH Guernsey & Co
Sequoyah, Oklahoma
None to 5' WD
Continued Next Page
Page 1 of 2
Interstate 40 Port of Entry
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Approx. Surface Elev.: 532.8 ft
DESCRIPTION
TESTS
12
13
18
20
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft
Boring Location: Station 388+45, 206' LT
8-24-10
PROJECT
SZCSKAPPROVED
NoneBORING COMPLETEDWL
WL
WLATV
BORING STARTED
SITE
The stratification lines represent the approximate boundary lines
BORING COMPLETED
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
None to 5' WD
TESTS
12
Interstate 40 Port of Entry
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
ATV
WL
WL
WL
Sequoyah, Oklahoma
4
WEATHERED SHALE+light olive brown (2.5Y 5/4) and gray (10YR5/1), soft
BOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
28.9 504
DESCRIPTION
50/6"4
7
8
SSRB
SS
1050/6"
8-24-10
LOG OF BORING NO. HML-2
24hrs AB
25
DE
PTH
, ft.
RE
CO
VE
RY
, in.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TER
CO
NTE
NT,
%
TYP
E
NU
MB
ER
SP
T-N
BLO
WS
/ ft.
APPROVED CSKSZ
PROJECT
8-24-10WATER LEVEL OBSERVATIONS, ft
None04105110
BO
RE
HO
LE H
ML
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 1
0/14
/10
CLIENT
JOB #
FOREMANRIG
CH Guernsey & Co
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No. Consulting Engineers and Scientists
FIG. No.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
SEQUOYAH COUNTY, OKLAHOMAINTERSTATE 40 PORT OF ENTRY - CUT SECTION EVALUATION
GEOTECHNICAL EXPLORATION
A-6
CROSSECTION WITH SUBSURFACE PROFILE
SEPTEMBER 2010
04105110-1
SEE BAR SCALE
04105110
MHH
XC
DC
XC
N:\
Proj
ects
\201
0\04
1051
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g, 1
0/14
/201
0 9:
22:1
3 AM
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No. Consulting Engineers and Scientists
FIG. No.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
SEQUOYAH COUNTY, OKLAHOMAINTERSTATE 40 PORT OF ENTRY - CUT SECTION EVALUATION
GEOTECHNICAL EXPLORATION
A-7
CROSSECTION WITH SUBSURFACE PROFILE
SEPTEMBER 2010
04105110-1
SEE BAR SCALE
04105110
MHH
XC
DC
XC
N:\
Proj
ects
\201
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diag
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.dw
g, 1
0/14
/201
0 9:
22:1
4 AM
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No. Consulting Engineers and Scientists
FIG. No.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
SEQUOYAH COUNTY, OKLAHOMAINTERSTATE 40 PORT OF ENTRY - CUT SECTION EVALUATION
GEOTECHNICAL EXPLORATION
A-8
CROSSECTION WITH SUBSURFACE PROFILE
SEPTEMBER 2010
04105110-1
SEE BAR SCALE
04105110
MHH
XC
DC
XC
N:\
Proj
ects
\201
0\04
1051
10\a
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diag
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.dw
g, 1
0/14
/201
0 9:
22:1
5 AM
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No. Consulting Engineers and Scientists
FIG. No.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
SEQUOYAH COUNTY, OKLAHOMAINTERSTATE 40 PORT OF ENTRY - CUT SECTION EVALUATION
GEOTECHNICAL EXPLORATION
A-9
CROSSECTION WITH SUBSURFACE PROFILE
SEPTEMBER 2010
04105110-1
SEE BAR SCALE
04105110
MHH
XC
DC
XC
N:\
Proj
ects
\201
0\04
1051
10\a
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diag
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g, 1
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0 9:
22:1
6 AM
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No. Consulting Engineers and Scientists
FIG. No.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
SEQUOYAH COUNTY, OKLAHOMAINTERSTATE 40 PORT OF ENTRY - CUT SECTION EVALUATION
GEOTECHNICAL EXPLORATION
A-10
CROSSECTION WITH SUBSURFACE PROFILE
SEPTEMBER 2010
04105110-1
SEE BAR SCALE
04105110
MHH
XC
DC
XC
N:\
Proj
ects
\201
0\04
1051
10\a
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g\fe
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diag
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.dw
g, 1
0/14
/201
0 9:
22:1
7 AM
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No. Consulting Engineers and Scientists
FIG. No.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
SEQUOYAH COUNTY, OKLAHOMAINTERSTATE 40 PORT OF ENTRY - CUT SECTION EVALUATION
GEOTECHNICAL EXPLORATION
A-11
CROSSECTION WITH SUBSURFACE PROFILE
SEPTEMBER 2010
04105110-1
SEE BAR SCALE
04105110
MHH
XC
DC
XC
N:\
Proj
ects
\201
0\04
1051
10\a
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g\fe
nce
diag
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.dw
g, 1
0/14
/201
0 9:
22:1
7 AM
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No. Consulting Engineers and Scientists
FIG. No.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
SEQUOYAH COUNTY, OKLAHOMAINTERSTATE 40 PORT OF ENTRY - CUT SECTION EVALUATION
GEOTECHNICAL EXPLORATION
A-12
CROSSECTION WITH SUBSURFACE PROFILE
SEPTEMBER 2010
04105110-1
SEE BAR SCALE
04105110
MHH
XC
DC
XC
N:\
Proj
ects
\201
0\04
1051
10\a
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ad\n
ewes
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g\fe
nce
diag
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.dw
g, 1
0/14
/201
0 9:
22:1
8 AM
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No. Consulting Engineers and Scientists
FIG. No.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
SEQUOYAH COUNTY, OKLAHOMAINTERSTATE 40 PORT OF ENTRY - CUT SECTION EVALUATION
GEOTECHNICAL EXPLORATION
A-13
CROSSECTION WITH SUBSURFACE PROFILE
SEPTEMBER 2010
04105110-1
SEE BAR SCALE
04105110
MHH
XC
DC
XC
N:\
Proj
ects
\201
0\04
1051
10\a
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g, 1
0/14
/201
0 9:
22:1
9 AM
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No. Consulting Engineers and Scientists
FIG. No.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
SEQUOYAH COUNTY, OKLAHOMAINTERSTATE 40 PORT OF ENTRY - CUT SECTION EVALUATION
GEOTECHNICAL EXPLORATION
A-14
CROSSECTION WITH SUBSURFACE PROFILE
SEPTEMBER 2010
04105110-1
SEE BAR SCALE
04105110
MHH
XC
DC
XC
N:\
Proj
ects
\201
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g, 1
0/14
/201
0 9:
22:2
0 AM
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No. Consulting Engineers and Scientists
FIG. No.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
SEQUOYAH COUNTY, OKLAHOMAINTERSTATE 40 PORT OF ENTRY - CUT SECTION EVALUATION
GEOTECHNICAL EXPLORATION
A-15
CROSSECTION WITH SUBSURFACE PROFILE
SEPTEMBER 2010
04105110-1
SEE BAR SCALE
04105110
MHH
XC
DC
XC
N:\
Proj
ects
\201
0\04
1051
10\a
utoc
ad\n
ewes
t dw
g\fe
nce
diag
ram
.dw
g, 1
0/14
/201
0 9:
22:2
0 AM
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No. Consulting Engineers and Scientists
FIG. No.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
SEQUOYAH COUNTY, OKLAHOMAINTERSTATE 40 PORT OF ENTRY - CUT SECTION EVALUATION
GEOTECHNICAL EXPLORATION
A-16
CROSSECTION WITH SUBSURFACE PROFILE
SEPTEMBER 2010
04105110-1
SEE BAR SCALE
04105110
MHH
XC
DC
XC
N:\
Proj
ects
\201
0\04
1051
10\a
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1 AM
APPENDIX B
FIELD TESTING RESULTS
.
PROJECT: Interstate 40 Port of Entry
www.colog.comDATE LOGGED: 25 August 2010
COMPANY: Terracon, Inc
WELL: Cut-2
COLOG Main Office810 Quail Street Suite E Lakewood, CO 80215
Optical Televiewer Image Plot
Phone: (303) 279-0171 Fax: (303) 278-0135
Depth1ft:5ft
Optical Image
0° 0°180°90° 270°
Projections
0° 0°180°90° 270°Tadpoles
0 90
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
Orientation Summary TableImage Features
Interstate 40 Port of EntryCut-2
Terracon, Inc25 August 2010
Feature Depth Depth Dip Dip FeatureNo. Direction Angle Rank
(meters) (feet) (degrees) (degrees) (0 to 5)1 1.79 5.9 148 16 12 1.93 6.3 149 28 13 1.98 6.5 322 75 24 2.06 6.8 129 19 15 2.08 6.8 134 18 26 2.13 7.0 303 40 27 2.26 7.4 197 13 18 2.48 8.1 176 34 29 2.63 8.6 80 64 0
10 2.75 9.0 125 39 111 2.96 9.7 177 44 112 3.05 10.0 176 37 213 3.19 10.5 343 49 314 3.30 10.8 317 67 315 3.42 11.2 359 60 016 3.56 11.7 196 41 117 3.61 11.8 210 32 118 3.70 12.2 210 31 119 3.76 12.3 201 33 120 3.82 12.5 213 50 121 3.91 12.8 163 11 122 3.98 13.1 170 72 023 4.24 13.9 215 35 224 4.46 14.6 140 7 125 4.54 14.9 166 38 126 4.69 15.4 176 19 127 5.04 16.5 172 14 228 5.37 17.6 329 65 329 5.47 18.0 151 14 230 6.08 20.0 347 45 231 6.44 21.1 158 21 232 6.99 22.9 164 19 233 7.28 23.9 126 7 234 7.40 24.3 170 81 335 7.59 24.9 182 16 236 7.75 25.4 2 63 137 7.76 25.5 360 58 238 8.24 27.1 313 47 339 8.28 27.2 173 19 240 8.35 27.4 205 15 241 8.41 27.6 198 20 242 8.49 27.9 94 4 243 8.50 27.9 13 38 244 8.58 28.2 182 11 245 8.62 28.3 8 44 2
All directions are with respect to magnetic north.Page 1
Orientation Summary TableImage Features
Interstate 40 Port of EntryCut-2
Terracon, Inc25 August 2010
Feature Depth Depth Dip Dip FeatureNo. Direction Angle Rank
(meters) (feet) (degrees) (degrees) (0 to 5)46 8.67 28.4 180 14 147 8.73 28.7 346 22 348 8.81 28.9 346 68 349 8.99 29.5 152 10 250 9.07 29.8 121 11 151 9.58 31.4 241 9 252 9.82 32.2 226 15 253 9.93 32.6 166 34 454 10.02 32.9 184 41 355 10.25 33.6 228 37 256 10.49 34.4 295 25 557 10.63 34.9 173 20 158 10.92 35.8 203 22 259 11.16 36.6 197 18 260 11.61 38.1 188 56 2
All directions are with respect to magnetic north.Page 2
All directions are with respect to Magnetic North.
Stereonet Diagram – Schmidt Projection Optical Televiewer Features Interstate 40 Port of Entry
Cut-2 Terracon, Inc
25 August 2010
All directions are with respect to Magnetic North.
Stereonet Diagram – Schmidt Projection Optical Televiewer Features Interstate 40 Port of Entry
Cut-2 Terracon, Inc
25 August 2010
All directions are with respect to Magnetic North.
Rose Diagram – Dip Directions Optical Televiewer Features Interstate 40 Port of Entry
Cut-2 Terracon, Inc
25 August 2010
All directions are with respect to Magnetic North.
Rose Diagram – Dip Angles Optical Televiewer Features Interstate 40 Port of Entry
Cut-2 Terracon, Inc
25 August 2010
PROJECT: Interstate 40 Port of Entry
www.colog.comDATE LOGGED: August 25, 2010
COMPANY: Terracon, Inc.
WELL: Cut-4
COLOG Main Office810 Quail Street Suite E Lakewood, CO 80215
Optical Televiewer Image Plot
Phone: (303) 279-0171 Fax: (303) 278-0135
Depth1ft:5ft
Optical Image0° 0°180°90° 270°
Projections0° 0°180°90° 270°
Tadpoles0 90
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
22.0
23.0
24.0
25.0
26.0
27.0
28.0
29.0
30.0
31.0
32.0
33.0
34.0
35.0
36.0
37.0
38.0
39.0
40 0
Orientation Summary TableImage Features
Interstate 40 Port of EntryCut-4
Terracon, Inc25 August 2010
Feature Depth Depth Dip Dip FeatureNo. Direction Angle Rank
(meters) (feet) (degrees) (degrees) (0 to 5)1 2.42 7.9 103 76 22 2.50 8.2 298 58 33 2.56 8.4 263 23 34 2.67 8.8 2 54 35 2.84 9.3 6 71 36 2.94 9.7 324 59 17 4.19 13.8 166 72 38 4.43 14.5 16 17 19 4.67 15.3 176 20 2
10 4.84 15.9 172 72 111 4.90 16.1 175 69 112 4.95 16.3 189 64 113 5.04 16.6 183 13 114 5.09 16.7 164 16 115 5.37 17.6 17 72 116 5.68 18.6 283 4 217 5.72 18.8 4 39 218 5.75 18.9 349 47 119 5.85 19.2 339 46 120 6.00 19.7 167 6 221 6.07 19.9 166 17 222 6.12 20.1 180 21 223 6.14 20.2 181 15 224 6.23 20.4 176 11 225 6.28 20.6 344 43 126 6.54 21.5 203 13 127 6.62 21.7 202 11 228 6.67 21.9 168 21 129 6.71 22.0 182 18 230 6.82 22.4 4 56 231 6.84 22.4 188 41 132 7.03 23.1 186 17 233 7.06 23.2 185 10 234 7.09 23.3 169 13 135 7.20 23.6 341 57 136 7.77 25.5 135 14 237 7.88 25.9 168 45 138 8.34 27.4 284 10 239 8.41 27.6 81 56 340 8.48 27.8 312 33 341 8.78 28.8 268 11 242 9.01 29.6 314 24 043 9.50 31.2 145 24 244 9.76 32.0 154 12 045 10.04 32.9 115 7 1
All directions are with respect to magnetic north.Page 1
Orientation Summary TableImage Features
Interstate 40 Port of EntryCut-4
Terracon, Inc25 August 2010
Feature Depth Depth Dip Dip FeatureNo. Direction Angle Rank
(meters) (feet) (degrees) (degrees) (0 to 5)46 10.09 33.1 76 17 147 10.32 33.9 156 5 248 10.56 34.6 218 8 149 10.87 35.7 171 20 050 11.10 36.4 158 34 251 11.24 36.9 4 65 052 11.26 36.9 167 20 0
All directions are with respect to magnetic north.Page 2
All directions are with respect to Magnetic North.
Stereonet Diagram – Schmidt Projection Optical Televiewer Features Interstate 40 Port of Entry
Cut-4 Terracon, Inc
25 August 2010
All directions are with respect to Magnetic North.
Stereonet Diagram – Schmidt Projection Optical Televiewer Features Interstate 40 Port of Entry
Cut-4 Terracon, Inc
25 August 2010
All directions are with respect to Magnetic North.
Rose Diagram – Dip Directions Optical Televiewer Features Interstate 40 Port of Entry
Cut-4 Terracon, Inc
25 August 2010
All directions are with respect to Magnetic North.
Rose Diagram – Dip Angles Optical Televiewer Features Interstate 40 Port of Entry
Cut-4 Terracon, Inc
25 August 2010
www.colog.com
PROJECT: Interstate 40 Port of Entry
DATE LOGGED: August 25, 2010
COMPANY: Terracon, Inc
WELL: Cut-5
COLOG Main Office Optical Televiewer Image Plot810 Quail Street Suite E Lakewood, CO 80215
Phone: (303) 279-0171 Fax: (303) 278-0135
Depth1ft:5ft
Optical Image
0° 0°180°90° 270°
Projections
0° 0°180°90° 270°
Tadpoles
0 90
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Orientation Summary TableImage Features
Interstate 40 Port of EntryCut-5
Terracon, Inc25 August 2010
Feature Depth Depth Dip Dip FeatureNo. Direction Angle Rank
(meters) (feet) (degrees) (degrees) (0 to 5)1 1.66 5.5 148 20 22 1.89 6.2 151 21 23 2.07 6.8 168 23 24 2.13 7.0 134 21 25 2.40 7.9 213 27 36 2.47 8.1 163 19 17 2.50 8.2 148 16 28 2.72 8.9 182 30 39 2.86 9.4 81 24 2
10 2.98 9.8 222 19 011 3.26 10.7 187 27 212 3.41 11.2 331 72 013 3.42 11.2 285 12 014 3.47 11.4 200 32 115 3.58 11.7 224 9 216 3.62 11.9 148 10 117 3.69 12.1 80 12 118 4.16 13.6 289 74 119 4.33 14.2 49 38 320 4.56 15.0 131 6 221 4.75 15.6 8 38 322 5.42 17.8 218 62 323 5.54 18.2 267 56 224 5.57 18.3 176 13 325 5.69 18.7 354 7 226 6.00 19.7 127 59 127 6.58 21.6 145 57 328 7.04 23.1 88 44 229 7.17 23.5 196 21 030 7.28 23.9 114 65 031 7.34 24.1 163 24 132 7.77 25.5 338 59 033 7.85 25.8 168 60 034 8.20 26.9 188 36 035 8.79 28.8 188 30 036 9.03 29.6 67 14 137 9.30 30.5 225 31 138 9.54 31.3 174 57 039 9.81 32.2 225 69 040 10.03 32.9 269 13 141 10.09 33.1 190 3 142 10.29 33.8 195 14 043 10.36 34.0 81 50 044 10.48 34.4 43 20 045 10.48 34.4 79 58 0
All directions are with respect to magnetic north.Page 1
Orientation Summary TableImage Features
Interstate 40 Port of EntryCut-5
Terracon, Inc25 August 2010
Feature Depth Depth Dip Dip FeatureNo. Direction Angle Rank
(meters) (feet) (degrees) (degrees) (0 to 5)46 10.77 35.3 198 24 047 11.05 36.3 223 36 048 11.20 36.8 189 57 0
All directions are with respect to magnetic north.Page 2
All directions are with respect to Magnetic North.
Stereonet Diagram – Schmidt Projection Optical Televiewer Features Interstate 40 Port of Entry
Cut-5 Terracon, Inc
25 August 2010
All directions are with respect to Magnetic North.
Stereonet Diagram – Schmidt Projection Optical Televiewer Features Interstate 40 Port of Entry
Cut-5 Terracon, Inc
25 August 2010
All directions are with respect to Magnetic North.
Rose Diagram – Dip Directions Optical Televiewer Features Interstate 40 Port of Entry
Cut-5 Terracon, Inc
25 August 2010
All directions are with respect to Magnetic North.
Rose Diagram – Dip Angles Optical Televiewer Features Interstate 40 Port of Entry
Cut-5 Terracon, Inc
25 August 2010
PROJECT: Interstate 40 Port of Entry
www.colog.comDATE LOGGED: 25 August 2010
COMPANY: Terracon
WELL: HML-2
COLOG Main Office810 Quail Street Suite E Lakewood, CO 80215
Optical Televiewer Image Plot
Phone: (303) 279-0171 Fax: (303) 278-0135
Depth1ft:5ft
Optical Image
0° 0°180°90° 270°
Projections
0° 0°180°90° 270°
Tadpoles
0 90
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Orientation Summary TableImage Features
Interstate 40 Port of EntryHML-2
Terracon, Inc25 August 2010
Feature Depth Depth Dip Dip FeatureNo. Direction Angle Rank
(meters) (feet) (degrees) (degrees) (0 to 5)1 2.72 8.9 171 55 42 3.15 10.3 94 21 13 3.38 11.1 248 34 34 3.57 11.7 37 47 35 5.10 16.7 288 37 16 5.78 19.0 114 33 17 6.51 21.4 106 28 18 7.19 23.6 200 28 19 7.43 24.4 86 18 1
All directions are with respect to magnetic north.Page 1
All directions are with respect to Magnetic North.
Stereonet Diagram – Schmidt Projection Optical Televiewer Features Interstate 40 Port of Entry
HML-2 Terracon, Inc
25 August 2010
All directions are with respect to Magnetic North.
Stereonet Diagram – Schmidt Projection Optical Televiewer Features Interstate 40 Port of Entry
HML-2 Terracon, Inc
25 August 2010
All directions are with respect to Magnetic North.
Rose Diagram – Dip Directions Optical Televiewer Features Interstate 40 Port of Entry
HML-2 Terracon, Inc
25 August 2010
All directions are with respect to Magnetic North.
Rose Diagram – Dip Angles Optical Televiewer Features Interstate 40 Port of Entry
HML-2 Terracon, Inc
25 August 2010
Line 1 P-Wave Velocity Model
0 100 200 300 400
Distance, ft
-120-100 -80 -60 -40 -200 20
Depth, ft
-120-100 -80 -60 -40 -20
0 20
Dep
th, f
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0 5000 10000 15000
Velocity, ft/s
Line 2 P-Wave Velocity Model
0 100 200 300 400
Distance, ft
-100
-50
0
Depth, ft
-100
-50
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Dep
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0 5000 10000 15000
Velocity, ft/s
Line 3 P-Wave Velocity Model
0 100 200 300 400
Distance, ft
-120-100 -80 -60 -40 -200 20
Depth, ft
-120-100 -80 -60 -40 -20
0 20
Dep
th, f
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0 5000 10000 15000
Velocity, ft/s
APPENDIX C
LABORATORY TESTING
Geotechnical Engineering Report Cut Section Evaluation – I-40 Port of Entry Sequoyah County, Oklahoma October 19, 2010 ■ Terracon Project No. 04105110
Laboratory Testing
Samples retrieved during the field exploration were taken to the laboratory for further
observation by the project geotechnical engineer and were classified in accordance with the
Unified Soil Classification System (USCS) described in Appendix A. At that time, the field
descriptions were confirmed or modified as necessary and an applicable laboratory testing
program was formulated to determine engineering properties of the subsurface materials.
Selected soil and rock samples obtained from the site were tested for the following engineering
properties:
Water content
Atterberg limits
Sieve analysis
Unconfined compression test on rock cores
Direct shear test on rock cores
APPENDIX D
SLOPE STABILITY ANALYSIS
1.571.57
W
1.571.5718°
Carboniferous ShaleStrength Type: Barton-BandisUnit Weight: 125 lb/ft3JRC: 1JCS: 1800 psfPhir: 26 degreesWater Surface: Water TableCustom Hu value: 1
Clay/Shaley ClayStrength Type: Mohr-CoulombUnit Weight: 120 lb/ft3Cohesion: 15 psfFriction Angle: 28 degreesWater Surface: None
File Name: Station 372, Phi = 28, C=15.sliProject Title: I-40 Port of Entry, Roland, Oklahoma Terracon Project #04105110
650
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500
450
-150 -100 -50 0 50 100 150
Scale 1:450.0
1.301.30
W
1.301.30
18°
Carboniferous ShaleStrength Type: Barton-BandisUnit Weight: 125 lb/ft3JRC: 1JCS: 1800 psfPhir: 26 degreesWater Surface: Water TableCustom Hu value: 1
Clay/Shaley ClayStrength Type: Mohr-CoulombUnit Weight: 120 lb/ft3Cohesion: 15 psfFriction Angle: 21.5 degreesWater Surface: None
File Name: Station 372, Phi = 21, C=15.sliProject Title: I-40 Port of Entry, Roland, Oklahoma Terracon Project #0410511065
060
055
050
045
0
-150 -100 -50 0 50 100 150
Scale 1:450.0
1.431.43
W
1.431.4318°
Carboniferous ShaleStrength Type: Barton-BandisUnit Weight: 125 lb/ft3JRC: 1JCS: 1800 psfPhir: 26 degreesWater Surface: Water TableCustom Hu value: 1
Clay/Shaley ClayStrength Type: Mohr-CoulombUnit Weight: 120 lb/ft3Cohesion: 15 psfFriction Angle: 28 degreesWater Surface: None
File Name: PS Station 372, Phi = 28, C=15.sliProject Title: I-40 Port of Entry, Roland, Oklahoma Terracon Project #04105110
650
600
550
500
450
-200 -150 -100 -50 0 50 100 150
0.03
Scale 1:450.0
1.181.18
W
1.181.18
18°
Carboniferous ShaleStrength Type: Barton-BandisUnit Weight: 125 lb/ft3JRC: 1JCS: 1800 psfPhir: 26 degreesWater Surface: Water TableCustom Hu value: 1
Clay/Shaley ClayStrength Type: Mohr-CoulombUnit Weight: 120 lb/ft3Cohesion: 15 psfFriction Angle: 21.5 degreesWater Surface: None
File Name: PS Station 372, Phi = 21, C=15.sliProject Title: I-40 Port of Entry, Roland, Oklahoma Terracon Project #04105110
650
600
550
500
450
-200 -150 -100 -50 0 50 100 150
0.03
Scale 1:450.0
1.371.37
1
1
1.371.37
18°
Carboniferous ShaleStrength Type: Barton-BandisUnit Weight: 125 lb/ft3JRC: 1JCS: 1800 psfPhir: 26 degreesWater Surface: Piezometric Line 1Custom Hu value: 1
Clay/Shaley ClayStrength Type: Mohr-CoulombUnit Weight: 120 lb/ft3Cohesion: 0 psfFriction Angle: 28 degreesWater Surface: Piezometric Line 1Custom Hu value: 1
SandstoneStrength Type: Barton-BandisUnit Weight: 140 lb/ft3JRC: 5JCS: 2000 psfPhir: 30 degreesWater Surface: Piezometric Line 1Custom Hu value: 1
File Name: Station 388, Phi = 28, C=0.sliFile Location: N:\Projects - Other Offices\04105110 I-40 POE\Stability Analyses\Station 388, Phi = 28, C=0.sliProject Title: I-40 Port of Entry, Roland, Oklahoma Terracon Project #04105110
750
700
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-600 -550 -500 -450 -400 -350 -300
Scale 1:450.0
1.191.19
1
1
1.191.19
18°
Carboniferous ShaleStrength Type: Barton-BandisUnit Weight: 125 lb/ft3JRC: 1JCS: 1800 psfPhir: 26 degreesWater Surface: Piezometric Line 1Custom Hu value: 1
Clay/Shaley ClayStrength Type: Mohr-CoulombUnit Weight: 120 lb/ft3Cohesion: 0 psfFriction Angle: 21.5 degreesWater Surface: Piezometric Line 1Custom Hu value: 1
SandstoneStrength Type: Barton-BandisUnit Weight: 140 lb/ft3JRC: 5JCS: 2000 psfPhir: 30 degreesWater Surface: Piezometric Line 1Custom Hu value: 1
File Name: Station 388, Phi = 21.5, C=0.sliFile Location: N:\Projects - Other Offices\04105110 I-40 POE\Stability Analyses\Station 388, Phi = 21.5, C=0.sliProject Title: I-40 Port of Entry, Roland, Oklahoma Terracon Project #04105110
700
650
600
550
500
-600 -550 -500 -450 -400 -350 -300 -250
Scale 1:450.0
1.251.25
1
1
1.251.25
18°
Carboniferous ShaleStrength Type: Barton-BandisUnit Weight: 125 lb/ft3JRC: 1JCS: 1800 psfPhir: 26 degreesWater Surface: Piezometric Line 1Custom Hu value: 1
Clay/Shaley ClayStrength Type: Mohr-CoulombUnit Weight: 120 lb/ft3Cohesion: 0 psfFriction Angle: 28 degreesWater Surface: Piezometric Line 1Custom Hu value: 1
SandstoneStrength Type: Barton-BandisUnit Weight: 140 lb/ft3JRC: 5JCS: 2000 psfPhir: 30 degreesWater Surface: Piezometric Line 1Custom Hu value: 1
File Name: PS Station 388, Phi = 28, C=0.sliProject Titles: I-40 Port of Entry, Roland, Oklahoma Terracon Project #04105110
750
700
650
600
550
500
-600 -550 -500 -450 -400 -350 -300
0.03
Scale 1:450.0
1.111.11
1
1
1.111.11
18°
Carboniferous ShaleStrength Type: Barton-BandisUnit Weight: 125 lb/ft3JRC: 1JCS: 1800 psfPhir: 26 degreesWater Surface: Piezometric Line 1Custom Hu value: 1
Clay/Shaley ClayStrength Type: Mohr-CoulombUnit Weight: 120 lb/ft3Cohesion: 0 psfFriction Angle: 21.5 degreesWater Surface: Piezometric Line 1Custom Hu value: 1
SandstoneStrength Type: Barton-BandisUnit Weight: 140 lb/ft3JRC: 5JCS: 2000 psfPhir: 30 degreesWater Surface: Piezometric Line 1Custom Hu value: 1
File Name: PS Station 388, Phi = 21.5, C=0.sliProject Title: I-40 Port of Entry, Roland, Oklahoma Terracon Project #04105110
700
650
600
550
500
450
-600 -550 -500 -450 -400 -350 -300
0.03
Scale 1:450.0
APPENDIX E
SUPPORTING DATA
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon - 1-3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger
ST: Thin-Walled Tube – 2” O.D., 3" O.D., unless otherwise noted PA: Power Auger (Solid Stem)
RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger
DB: Diamond Bit Coring - 4", N, B RB: Rock Bit
BS: Bulk Sample or Auger Sample WB Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the “Standard Penetration” or “N-value”.
WATER LEVEL MEASUREMENT SYMBOLS:
WL: Water Level WS: While Sampling BCR: Before Casing Removal
WCI: Wet Cave in WD: While Drilling ACR: After Casing Removal
DCI: Dry Cave in AB: After Boring N/E: Not Encountered
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils
have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS
Unconfined Compressive
Strength, Qu, psf
Standard Penetration or N-value (SS)
Blows/Ft. Consistency
Standard Penetration or N-value (SS)
Blows/Ft. Relative Density
< 500 0 - 1 Very Soft 0 – 3 Very Loose
500 – 1,000 2 - 4 Soft 4 – 9 Loose
1,000 – 2,000 4 - 8 Medium Stiff 10 – 29 Medium Dense
2,000 – 4,000 8 - 15 Stiff 30 – 50 Dense
4,000 – 8,000 15 - 30 Very Stiff > 50 Very Dense
8,000+ > 30 Hard
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Descriptive Term(s) of other constituents
Percent of Dry Weight
Major Component of Sample
Particle Size
Trace < 15 Boulders Over 12 in. (300mm)
With 15 – 29 Cobbles 12 in. to 3 in. (300mm to 75mm)
Modifier ≥ 30 Gravel 3 in. to #4 sieve (75mm to 4.75mm)
Sand #4 to #200 sieve (4.75 to 0.075mm)
Silt or Clay Passing #200 Sieve (0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Term(s) of other constituents
Percent of Dry Weight
Term Plasticity
Index
Trace < 5 Non-plastic 0
With 5 – 12 Low 1-10
Modifier > 12 Medium 11-30
High > 30 Rev 04/10
Form 111—6/98
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification
Group Symbol
Group NameB
Coarse Grained Soils
More than 50% retained
on No. 200 sieve
Gravels More than 50% of coarse fraction retained on No. 4 sieve
Clean Gravels Less than 5% finesC
Cu 4 and 1 Cc 3E GW Well-graded gravelF
Cu 4 and/or 1 Cc 3E GP Poorly graded gravelF
Gravels with Fines More than 12% finesC
Fines classify as ML or MH GM Silty gravelF,G, H
Fines classify as CL or CH GC Clayey gravelF,G,H
Sands 50% or more of coarse fraction passes No. 4 sieve
Clean Sands Less than 5% finesD
Cu 6 and 1 Cc 3E SW Well-graded sandI
Cu 6 and/or 1 Cc 3E SP Poorly graded sandI
Sands with Fines More than 12% finesD
Fines classify as ML or MH SM Silty sandG,H,I
Fines Classify as CL or CH SC Clayey sandG,H,I
Fine-Grained Soils 50% or more passes the No. 200 sieve
Silts and Clays Liquid limit less than 50
inorganic PI 7 and plots on or above “A” lineJ CL Lean clayK,L,M
PI 4 or plots below “A” lineJ ML SiltK,L,M
organic Liquid limit - oven dried 0.75 OL
Organic clayK,L,M,N
Liquid limit - not dried Organic siltK,L,M,O
Silts and Clays Liquid limit 50 or more
inorganic PI plots on or above “A” line CH Fat clayK,L,M
PI plots below “A” line MH Elastic SiltK,L,M
organic Liquid limit - oven dried 0.75 OH
Organic clayK,L,M,P
Liquid limit - not dried Organic siltK,L,M,Q
Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-in. (75-mm) sieve
B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.
C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay
E Cu = D60/D10 Cc =
6010
2
30
DxD
)(D
F If soil contains 15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
HIf fines are organic, add “with organic fines” to group name.
I If soil contains 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant.
L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to group name.
M If soil contains 30% plus No. 200, predominantly gravel,
add “gravelly” to group name. N PI 4 and plots on or above “A” line.
O PI 4 or plots below “A” line.
P PI plots on or above “A” line.
Q PI plots below “A” line.
GENERAL NOTES Description of Rock Properties
WEATHERING
Fresh Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline.
Very slight Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show bright. Rock rings under hammer if crystalline.
Slight Rock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer.
Moderate Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength as compared with fresh rock.
Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority show kaolinization. Rock shows severe loss of strength and can be excavated with geologist’s pick.
Severe All rock except quartz discolored or stained. Rock “fabric” clear and evident, but reduced in strength to strong soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left.
Very severe All rock except quartz discolored or stained. Rock “fabric” discernible, but mass effectively reduced to “soil” with only fragments of strong rock remaining.
Complete Rock reduced to ”soil”. Rock “fabric” not discernible or discernible only in small, scattered locations. Quartz may be present as dikes or stringers.
HARDNESS (for engineering description of rock – not to be confused with Moh’s scale for minerals)
Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist’s pick.
Hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen.
Moderately hard Can be scratched with knife or pick. Gouges or grooves to ¼ in. deep can be excavated by hard blow of point of a geologist’s pick. Hand specimens can be detached by moderate blow.
Medium Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1-in. maximum size by hard blows of the point of a geologist’s pick.
Soft Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure.
Very soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail.
Joint, Bedding and Foliation Spacing in Rocka
Spacing Joints Bedding/Foliation
Less than 2 in. Very close Very thin 2 in. – 1 ft. Close Thin 1 ft. – 3 ft. Moderately close Medium 3 ft. – 10 ft. Wide Thick More than 10 ft. Very wide Very thick
Rock Quality Designator (RQD)b Joint Openness Descriptors
RQD, as a percentage Diagnostic description Openness Descriptor
Exceeding 90 Excellent No Visible Separation Tight 90 – 75 Good Less than 1/32 in. Slightly Open 75 – 50 Fair 1/32 to 1/8 in. Moderately Open 50 – 25 Poor 1/8 to 3/8 in. Open Less than 25 Very poor 3/8 in. to 0.1 ft. Moderately Wide Greater than 0.1 ft. Wide
a. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so. b. RQD (given as a percentage) = length of core in pieces 4 in. and longer/length of run.
References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice - No. 56. Subsurface Investigation for Design and Construction of Foundations of Buildings. New York: American Society of Civil Engineers, 1976.
U.S. Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manual.