Geotechnical Engineering Report€¦ · Stability of slopes in rock is typically controlled by the presence and orientation of joints, fractures or other discontinuities in the rock

$Page 1: Geotechnical Engineering Report€¦ · Stability of slopes in rock is typically controlled by the presence and orientation of joints, fractures or other discontinuities in the rock$
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



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

Reliable ■ Responsive ■ Convenient ■ Innovative 2

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.



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.



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.



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,



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.



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



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



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.


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.


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.



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


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


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


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

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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

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MB

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SAMPLES

8-23-10

DR

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pcf

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, in.

DE

PTH

, ft.

5

10

15

20

8/26/10

WATER LEVEL OBSERVATIONS, ft

Approx. Surface Elev.: 586.6 ft


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

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psf

Interstate 40 Port of Entry

DESCRIPTION

TESTS

7

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DB

DB

DB

GR

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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

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ON

.GD

T 1

0/14

/10

DB

DB

DB

11

TESTS

9

DESCRIPTION

98%

10

Page 2 of 2


None to 6 feet WD

DB

83%


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


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


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 #


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.


5

10

15

20

8/25/10


ABWD 8-18-10

RE

CO

VE

RY

, in.

14

Continued Next Page

Page 1 of 2


GR

AP

HIC

LO

G

UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf


DESCRIPTION

None

17


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



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


PA

GR

AP

HIC

LO

G

SS

DESCRIPTION

TESTS

3

11

15

BOTTOM OF BORING


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


AB 8-18-10

RE

CO

VE

RY

, in.


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



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


RIG FOREMAN8-23-10

JOB #


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


DESCRIPTION

None to 8 feet WD

Continued Next Page

Page 1 of 2


GR

AP

HIC

LO

G

UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf


TESTS

3

4

4

4

DB

DB

DB

DBSS

8-23-10

PROJECT

SZCSKAPPROVED


BORING COMPLETED

PA

WL

WL

WLATV

BORING STARTED

SITE



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


11

UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf

RQD7%

DESCRIPTION

TESTS

DB

DB

DB

GR

AP

HIC

LO

G

psi


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


BOTTOM OF BORING


555.5

559.5

45

32

28

RQD57%

25

30

35

40

45

8/26/10


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



WL

WL

WL

CH Guernsey & Co

JOB #

CLIENT

SZ04105110

37.5


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


SP

T-N

BLO

WS

/ ft.


DB


None to 3.5 feet WD

Page 1 of 2


GR

AP

HIC

LO

G

UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf


DESCRIPTION

TESTS

1

Continued Next Page

APPROVED 0410511022



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


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


RQD0%

87%

98%

95%

33

RQD0%

40.5 512.5

RQD44%


8-24-10


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


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


SS


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


26

Continued Next Page

Page 1 of 2


GR

AP

HIC

LO

G

UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf


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


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%


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


RQD53%

538

552.5

557

45

30.5

26

RIG

UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf


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



None to 33 feet WD

Page 2 of 2


GR

AP

HIC

LO

G

CH Guernsey & Co

04105110


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 #


0410511019


TYP

E


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


8-19-10

18

Continued Next Page

Page 1 of 2


GR

AP

HIC

LO

G

UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf


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



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


None to 5 feet WD

15


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


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



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


CH Guernsey & Co

JOB #

CLIENT

8-19-10

0410511019


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%


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


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


None

TESTSSequoyah County, Oklahoma

Page 1 of 1


GR

AP

HIC

LO

G

UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf


DESCRIPTION

9

9

11

13

22

20

11

SS

PASS

PA

None


8-17-10

PROJECT

SMAPPROVED


WL

WLATV


BORING STARTED

BORING COMPLETED

CSK

SITE


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


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


None


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


ABWD 8-26-10

DE

PTH

, ft.

11

GR

AP

HIC

LO

G

UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf


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


SITE



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


9

PA

2

BOTTOM OF BORINGSHALE+ ++

++ dark gray (10YR 4/1) and darkolive-brown (2.5Y 3/3), moderately hard


13.5

RIG FOREMAN

JOB #

CLIENT

6

8-26-10

CH Guernsey & Co

04105110None


None


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


ABWD

PROJECT

14

GR

AP

HIC

LO

G

UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf


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


WL

WL

WL

8-26-10BORING STARTED

SITE



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


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


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


None


Continued Next Page

Page 1 of 2


GR

AP

HIC

LO

G

UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf

04105110


DESCRIPTION

TESTS

7

10

9

12

10

9

9

SS

PA


None


8-26-10

PROJECT

SZAPPROVED

BORING STARTEDWATER LEVEL OBSERVATIONS, ft


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


Page 2 of 2

Sequoyah County, OklahomaTESTS

9



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


33.8 470.5

DESCRIPTION

50/4"

CSK

4

8

9

PA

SSPA

SS

1050/4"

WD AB


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


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


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


19

Continued Next Page

Page 1 of 2


GR

AP

HIC

LO

G

UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf


DESCRIPTION


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


8-16-10


BORING STARTED


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


Page 2 of 2

None to 13.5 feet WD


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


28.5


33.9

472.5

468

467

50/5"

50/5"

8


8-16-10


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


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



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


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



Continued Next Page

Page 1 of 2


CH Guernsey & Co

UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf


DESCRIPTION

TESTS

11

8

10

10

23

17

GR

AP

HIC

LO

G

None


8-18-10

PROJECT

SMCSK



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


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


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)


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


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



BORING STARTED


CSK 04105110SMNone


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"


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


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 #


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



Continued Next Page

Page 1 of 2


GR

AP

HIC

LO

G

04105110


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



APPROVED

WL

WL

WLATV

BORING STARTED

SITE


None



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


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)


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


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


CSK

Interstate 40 Port of EntrySequoyah County, OklahomaSITE

None

JOB #

CH Guernsey & Co

04105110None

APPROVED


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



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


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


DESCRIPTION

TESTS

14

13

29

PA

15

Page 1 of 2

13

SS

RBSS

WB

SS

WB

SS

PA

SS

14


CSK

SP

T-N

BLO

WS

/ ft.

APPROVED

BORING COMPLETEDWL

WL

WLATV

BORING STARTED

SITE



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


SITE

BORING STARTED

ATV

WL

WL

WL

BORING COMPLETED

APPROVED CSK


WEATHERED SHALE+gray (10YR5/1) and light olive-brown (2.5Y5/6), soft

BOTTOM OF BORING


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


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


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


UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf


DESCRIPTION

TESTS

12

13

18

20



Boring Location: Station 388+45, 206' LT

8-24-10

PROJECT

SZCSKAPPROVED

NoneBORING COMPLETEDWL

WL

WLATV

BORING STARTED

SITE


BORING COMPLETED

UN

CO

NFI

NE

DC

OM

PR

ES

SIO

N,

psf

GR

AP

HIC

LO

G


Page 2 of 2

None to 5' WD

TESTS

12



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


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

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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

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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

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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





(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.

Stereonet Diagram – Schmidt Projection Optical Televiewer Features Interstate 40 Port of Entry

Cut-2 Terracon, Inc

25 August 2010



Cut-2 Terracon, Inc

25 August 2010


Rose Diagram – Dip Directions Optical Televiewer Features Interstate 40 Port of Entry

Cut-2 Terracon, Inc

25 August 2010


Rose Diagram – Dip Angles Optical Televiewer Features Interstate 40 Port of Entry

Cut-2 Terracon, Inc

25 August 2010


www.colog.comDATE LOGGED: August 25, 2010

COMPANY: Terracon, Inc.

WELL: Cut-4



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

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40 0






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






(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




Cut-4 Terracon, Inc

25 August 2010



Cut-4 Terracon, Inc

25 August 2010



Cut-4 Terracon, Inc

25 August 2010



Cut-4 Terracon, Inc

25 August 2010

www.colog.com


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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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






(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




Cut-5 Terracon, Inc

25 August 2010



Cut-5 Terracon, Inc

25 August 2010



Cut-5 Terracon, Inc

25 August 2010



Cut-5 Terracon, Inc

25 August 2010


www.colog.comDATE LOGGED: 25 August 2010

COMPANY: Terracon

WELL: HML-2



Phone: (303) 279-0171 Fax: (303) 278-0135

Depth1ft:5ft

Optical Image

0° 0°180°90° 270°

Projections

0° 0°180°90° 270°

Tadpoles

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Interstate 40 Port of EntryHML-2







HML-2 Terracon, Inc

25 August 2010



HML-2 Terracon, Inc

25 August 2010



HML-2 Terracon, Inc

25 August 2010



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

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APPENDIX C

LABORATORY TESTING


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

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1.301.30

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File Name: Station 372, Phi = 21, C=15.sliProject Title: I-40 Port of Entry, Roland, Oklahoma Terracon Project #0410511065

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1.431.43

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1.431.4318°


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

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1.181.18

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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

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1.371.37

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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

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1.191.19

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Clay/Shaley ClayStrength Type: Mohr-CoulombUnit Weight: 120 lb/ft3Cohesion: 0 psfFriction Angle: 21.5 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

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Clay/Shaley ClayStrength Type: Mohr-CoulombUnit Weight: 120 lb/ft3Cohesion: 0 psfFriction Angle: 28 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

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1.111.11

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Clay/Shaley ClayStrength Type: Mohr-CoulombUnit Weight: 120 lb/ft3Cohesion: 0 psfFriction Angle: 21.5 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

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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.

Documents

Geotechnical Engineering Report€¦ · Stability of slopes in rock is typically controlled by the presence and orientation of joints, fractures or other discontinuities in the rock