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TRANSCRIPT
SUBSURFACE INFORMATION FOR THE
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
for
GRAND RIVER DAM AUTHORITY
THERE IS NO EXPRESS OR IMPLIED GUARANTEE AS TO THE ACCURACY OR COMPLETENESS OF THE INFORMATION AND DATA CONTAINED HEREIN, NOR OF THE INTERPRETATION THEREOF BY THE OWNER, BURNS & McDONNELL
ENGINEERING COMPANY, OR ANY OF THEIR REPRESENTATIVES.
THE SUBSURFACE INFORMATION AND DATA CONTAINED HEREIN DO NOT FORM A PART OF ANY CONTRACT DOCUMENT ISSUED BY BURNS &
McDONNELL.
IF THIS SUBSURFACE INFORMATION IS BEING ISSUED IN ELECTRONIC (PDF) FORMAT IT SHALL ONLY BE ISSUED IN ITS ENTIRETY, CONSISTING OF THE 4-PAGE FRONT-END DOCUMENT WITH A 209-PAGE
APPENDIX (FLYSHEET AND REPORT BY TERRACON).
BURNS & McDONNELL PROJECT 64008
Burns & McDonnell
Engineers-Architects-Consultants Kansas City, Missouri
JANUARY 2012
COPYRIGHT © 2008 BURNS & McDONNELL ENGINEERING COMPANY, INC.
GRDA-DCS1100038SOL TASK 2 January 18, 2011 PROJECT No. 64008
TABLE OF CONTENTS Page No. I. GENERAL ...........................................................................................................................1 II. DESIGN NOTES ................................................................................................................1 III. WATER LEVEL INFORMATION .....................................................................................1 IV. ADDITIONAL SUBSURFACE INFORMATION .............................................................1 V. LIMITATIONS ....................................................................................................................2
A. Document Use ..........................................................................................................2 B. Variations .................................................................................................................2
APPENDICES APPENDIX A
Geotechnical Engineering Report, Feeder 39 Rebuild, Between Pawnee and Fairfax, Osage and Pawnee Counties, Oklahoma; prepared by Terracon Consultants, Inc., dated January 18, 2012.
* * * * *
GRDA-DCS1100038SOL TASK 2 1 January 18, 2012 PROJECT No. 64008
I. GENERAL This subsurface information document consists of the data and results of a subsurface investigation described in a report titled Geotechnical Engineering Report, Feeder 39 Rebuild, Between Pawnee and Fairfax, Osage and Pawnee Counties, Oklahoma; prepared by Terracon Consultants, Inc., dated January 18, 2012. The investigation was performed by Terracon Consultants, Inc. of Tulsa, Oklahoma. The report, as prepared by Terracon Consultants, Inc., is included in Appendix A of this document.
Drilling and laboratory testing for this investigation was performed by Terracon Consultants, Inc. The drilling phase was performed from October 31 through December 9, 2011. It included the completion of twenty five (25) borings drilled to depths between 28 feet and 50 feet below ground surface. Laboratory tests were conducted on select available samples following the completion of drilling operations. Boring logs and laboratory test results, as prepared by Terracon Consultants, Inc., are included in the report in Appendix A of this document. Samples recovered during the subsurface investigation were transported to the laboratory by Terracon Consultants, Inc. Terracon Consultants, Inc. was not compensated to store the samples after testing and reporting beyond their customary retention period prior to disposal.
II. DESIGN NOTES Geotechnical design notes as prepared by Burns & McDonnell pertinent to the current project are available for inspection at Burns & McDonnell’s Houston, Texas office upon written request.
III. WATER LEVEL INFORMATION
Water levels were observed by Terracon Consultants, Inc., see Appendix A. It should be noted by the reader that fluctuations in water levels may occur over more prolonged periods of readings and can be influenced by various outside factors. It may take groundwater several days to reach its hydrostatic levels in holes in cohesive soils.
Seasonal variations in rainfall, changes to on-site conditions, and changes to off-site conditions can affect groundwater levels. Fluctuations in groundwater levels from those noted in logs should be anticipated during construction. Water levels observed and recorded by others reflect only those conditions that existed at the time of investigation and may vary from true phreatic groundwater levels. Groundwater depth information as obtained by Terracon Consultants, Inc. is presented in Section 3.3 of Appendix A.
IV. ADDITIONAL SUBSURFACE INFORMATION
Burns & McDonnell was not provided with any additional subsurface information. Burns & McDonnell is not aware of any significant construction activity that has been undertaken in the near vicinity of the Site or of any additional subsurface information in the vicinity of the Site. Additional information in the form of geotechnical reports and/or construction records may exist. Requests for additional information should be directed to the Owner.
GRDA-DCS1100038SOL TASK 2 2 January 18, 2012 PROJECT No. 64008
V. LIMITATIONS
A. DOCUMENT USE The information provided in Appendix A has been prepared for the use of Burns & McDonnell for design purposes. No other warranty, express or implied, is made as to the information included in this document. In the event that conclusions and recommendations based on data contained in this document are made by others, such conclusions and recommendations are the responsibility of others.
The information gathered and presented in this document was not obtained for an environmental audit or to evaluate the potential for hazardous materials at the Site. The equipment, techniques, and personnel used to perform geoenvironmental exploration differ substantially from those applied in soil and foundation engineering. The purpose of this document is neither intended as preparation for a Geotechnical Baseline Report, nor to provide information for use in developing construction cost estimates.
B. VARIATIONS
The subsurface information submitted in this document is based upon data obtained from test borings completed at the approximate locations indicated on Exhibit B-3 of Appendix A. This document does not reflect variations which may occur between test borings. The nature and extent of variations between the test borings may not become evident until excavation is performed. If during construction, soil, rock, and/or groundwater conditions appear to be different from those described herein, Burns & McDonnell should be advised at once so that recommendations made may be evaluated and modified, if necessary. Water levels, as described in this document, reflect only those conditions that existed at the time that this particular subsurface investigation was performed by Terracon Consultants, Inc. Fluctuations or changes in water levels and groundwater conditions can be influenced by sources outside the site investigated, by seasonal rainfall, and by changes in drainage conditions in and around the Site. Fluctuations can occur and should be anticipated between the time of investigation and the time of construction.
* * * * *
APPENDIX A
Geotechnical Engineering Report, Feeder 39 Rebuild, Between Pawnee and Fairfax, Osage and Pawnee Counties, Oklahoma; prepared by Terracon Consultants, Inc.,
dated January 18, 2012
Geotechnical Engineering Report Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
January 18, 2012
Terracon Project No. 04115209
Prepared for:
Burns & McDonnell Engineering Company
Houston, Texas
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 Typical Subsurface Profile ............................................................................. 2
3.3 Groundwater ................................................................................................. 3
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ............................... 4
4.1 Geotechnical Considerations......................................................................... 4
4.2 Foundation Design ........................................................................................ 5
4.2.1 Axial Loading ..................................................................................... 5
4.2.2 Lateral Loading .................................................................................. 7
4.3 Construction Considerations ......................................................................... 8
4.4 Corrosive Properties of Soils ........................................................................10
4.5 Site Drainage ...............................................................................................11
4.6 Other Considerations ...................................................................................11
5.0 GENERAL COMMENTS .........................................................................................11
APPENDIX A – FOUNDATION DESIGN TABLES
APPENDIX B – FIELD EXPLORATION
Exhibit B-1 Field Exploration Description
Exhibit B-2 Site Location Map
Exhibit B-3 Boring Location Plans
Exhibit B-4 Boring Logs
Exhibit B-5 Subsurface Profiles
Exhibit B-6 Rock Core Photos
APPENDIX C – LABORATORY TESTING
Exhibit C-1 Laboratory Testing
Exhibit C-2 Triaxial Compression Test Reports
APPENDIX D – SUPPORTING DOCUMENTS
Exhibit D-1 General Notes
Exhibit D-2 Unified Soil Classification
Exhibit D-3 General Notes for Sedimentary Rock
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GEOTECHNICAL ENGINEERING REPORT
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Terracon Project No. 04115209
January 18, 2012
1.0 INTRODUCTION
A geotechnical engineering study has been completed for the proposed feeder 39 rebuild
project between the cities of Pawnee and Fairfax in Osage and Pawnee Counties, Oklahoma.
Twenty-five borings were performed to depths of approximately 23.5 to 49 feet below the
existing ground surface near the requested locations. Logs of the borings along with a site
location map and boring location plans are included in Appendix B of this report.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
subsurface soil and rock conditions
groundwater conditions
foundation design and construction
2.0 PROJECT INFORMATION
2.1 Project Description
Item Description
Site layout See Appendix B, Exhibit B-3 – Sheets 1 through 4, Boring Location
Plans
Structures
The project consists of rebuilding an existing 20-mile single circuit
69 kV transmission line to a double circuit 69/138 kV transmission
line. Foundations will consist of directly embedded poles with
aggregate backfill for tangent and light angle structures. Drilled
shaft foundations will be utilized for medium to large angle and
dead-end structures.
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
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Item Description
Maximum loads
Tangent and Small Angle Structures:
Axial compression: 10 to 30 kips
Shear : 10 to 30 kips
Moment: 200 to 1,500 feet-kips
Medium/Large Angle and Dead-End Structures:
Axial compression: 40 to 100 kips
Shear : 50 to 100 kips
Moment: 5,000 to 10,000 feet-kips
2.2 Site Location and Description
ITEM DESCRIPTION
Location
From an existing substation located near the southeast corner of
Highway 18 and Mose Yellowhorse Drive in the city of Pawnee, the
proposed transmission rebuild project extends northeast to an
existing substation located near the southeast corner of North 1st
Street and East Walnut Avenue in Fairfax, Oklahoma.
Current ground cover Generally covered with grass and trees along the transmission line
alignment
Existing topography It is generally hilly along the transmission line. However, areas
around the borings are relatively flat.
3.0 SUBSURFACE CONDITIONS
3.1 Geology
Based on the results of our borings and information published in the Oklahoma Department of
Transportation Manual, “Engineering Classification of Geologic Materials – Division Eight”, the
proposed transmission rebuild route is generally underlain by the Wellington-Admire Unit.
The Wellington-Admire unit consists of shale, sandstone, limestone and siltstone. Shale
comprises the most of the unit. Most of the shale is reddish-brown and clayey to silty. The total
thickness of the unit is approximately 825 feet.
3.2 Typical Subsurface Profile
Specific conditions encountered at the boring locations are indicated on the boring logs.
Stratification boundaries on the boring logs represent the approximate location of changes in
soil and rock types; in-situ, the transition between materials may be gradual. Details for the
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
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borings can be found on the boring logs included in Appendix B of this report. Based on the
results of the borings, subsurface conditions on the project site can be generalized as follows:
Description Approximate Depth to
Bottom of Stratum Material Encountered Consistency/Density
Surface 0 to 6 inches Topsoil NA
Stratum 11 2 to 46 feet
Lean clay, lean to fat clay,
fat clay, shaley clay, silty
sand, clayey sand and sand
Clay: very soft to very stiff
Sand: very loose to very
dense
Stratum 2
23.5 to 49-foot boring
termination depths
Highly weathered shale,
weathered shale, shale,
sandstone, and limestone
Shale: soft to hard
Sandstone: cemented to
well-cemented
Limestone: hard
1. Boring FR-13 terminated at a depth of about 35 feet within this stratum.
The results of laboratory tests conducted on selected soil and rock samples are presented
on the boring logs and in Appendix C.
3.3 Groundwater
Majority of the boreholes were observed approximately 24 hours after boring completion for
the presence and level of groundwater. Water level observations were not made 24 hours
after boring completion at some borings. In those boreholes, groundwater levels were
generally measured while drilling or immediately after boring completion. Groundwater
measurements are shown on the lower left corner of the boring logs, and are summarized
below.
Boring
Number
Depth to groundwater,
approximately 24 hours
after boring completion, ft.
Boring
Number
Depth to groundwater,
approximately 24 hours after
boring completion, ft.
FR-1 6 FR-14 not measured
FR-2 27.5 FR-15 22.51
FR-3 16 FR-16 12
FR-4 15.5 FR-17 10.51
FR-5 16.5 FR-18 11.5
FR-6 19 FR-19 71
FR-7 51 FR-20 9.5
FR-8 41 FR-21 10
FR-9 45.5 FR-22 14
FR-10 cave-in at 15 feet FR-23 13.5
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
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Boring
Number
Depth to groundwater,
approximately 24 hours
after boring completion, ft.
Boring
Number
Depth to groundwater,
approximately 24 hours after
boring completion, ft.
FR-11 9.5 FR-24 12
FR-12 22 FR-25 18.52
FR-13 not encountered
Note: 1. Measured immediately after boring completion
2. Measured while drilling
The groundwater level observations made during our exploration provide an indication of the
groundwater conditions at the time the borings were drilled. Longer monitoring in
piezometers or cased holes, sealed from the influence of surface water, would be required
to evaluate longer-term groundwater conditions. During some periods of the year, perched
water could be present at various depths. Fluctuations in groundwater levels should be
expected throughout the year depending upon variations in the amount of rainfall, runoff,
evaporation, and other hydrological factors not apparent at the time the borings were
performed.
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
Our engineering analyses included developing soil and rock parameters for the design of
new foundations. The foundations being considered to provide support for the pole
structures must satisfy two independent engineering criteria with respect to the soil and rock
encountered in the borings. First, the foundation system must be designed with an
appropriate factor of safety, or a performance limit state, to reduce the possibility of soil and
rock failure when subjected to axial and lateral load conditions. Second, foundation
movements, whether vertical, horizontal or rotational, must be within allowable operational
limits of the structures. These criteria can be achieved for the proposed structures provided
that the foundations are designed to resist the applied loads within the strength and
deflection parameters of the supporting soil and bedrock at the boring/structure locations.
Design soil and rock parameters are provided in the tables in Appendix A of this report. The
criteria presented in these tables are for cast-in-place concrete piers supporting the
proposed medium to large angle structures and dead-end structures and direct embedded
foundations with crushed aggregate backfill supporting the proposed tangent and small
angle structures. It should be noted that design soil and rock parameters provided in those
tables are for undisturbed native soils and rock.
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
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The subsurface conditions between each of the borings cannot be interpreted with any
certainty. We therefore recommend the following foundation design procedure:
Structures planned at the boring locations should be designed according to the noted
soil groups as shown on the tables in Appendix A of the report.
Structures located between borings should be designed according to both soil
groups located on either side of the structure location. The design which gives the
greatest embedment depth should be chosen as the controlling condition.
The geotechnical engineer should observe foundation excavations to verify that
conditions in the foundation excavations are consistent with those encountered in the
borings.
4.2 Foundation Design
Subsurface conditions at the boring locations are generally favorable and practical for
installing straight sided (non-underreamed) drilled piers. Recommendations for straight-
sided piers are provided in the following sections.
4.2.1 Axial Loading
Compressive axial loads on pier foundations are resisted by both skin friction along the shaft
and by end bearing at the base of the shaft, while uplift loads are resisted by skin friction
along the shaft and by the weight of the shaft. The following equations are recommended to
evaluate the pier foundation sizes for both compressive and tensile (uplift) axial loading:
Qc = Qs + Qb
Qs = d (fs)(h)
Qb = 0.25d2(qeb)
Qt = d (fs)(h)(R)+W
Where: Qc = ultimate pier capacity in compression
Qs = ultimate skin friction capacity
Qb = ultimate end bearing capacity
Qt = ultimate pier capacity in tension (uplift)
d = pier diameter
fs = ultimate skin friction
h = pier segment length
qeb = ultimate end bearing pressure
R = uplift reduction factor (equal to 0.7 for sands, 0.9 for clays
and 1.0 for rock)
W = effective weight of the pier foundation
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
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The computations of ultimate skin friction, fs, and ultimate end bearing pressure, qeb, are
dependent upon whether the soils are cohesive or cohesionless as follows:
Cohesive soils: fs = cu
qeb = cuNc
Cohesionless soils: fs = 'Ktan
qeb = 'Nq
Where: cu = undrained shear strength of the soil
= skin friction adhesion factor
Nc = end bearing capacity factor for clay soils
' = effective vertical overburden pressure
K = coefficient of lateral earth pressure
= soil to pier friction angle (equal to soil angle of internal
friction () for concrete piers or piles and equal to -4
degrees for steel piles)
Nq = end bearing capacity factor for granular soils
The above equations will yield ultimate capacities. We recommend that an appropriate
factor of safety be applied to the ultimate capacities. Generally, a factor of safety of three
(3) is applied to end bearing, two (2) to side shear (skin friction), and two (2) to uplift
(tension). The actual factor of safety should be chosen by the foundation designer and will
depend on several factors including: the type of structure, location of the structure, intended
performance of the structure, use of the structure, and applicable code requirements. The
adhesion factor for clay soils is often taken as zero (0) for the upper four (4) feet of the shaft
for compressive and uplift loading.
SHAFT 6.0TM software from Ensoft, Inc. can also be used for the axial load capacity
analysis.
Appropriate soil and rock parameters for evaluation of the above equations and for the
SHAFT 6.0TM software are provided on Tables A.1 through A.25 in Appendix A of this report.
The parameters shown on the tables are based on the subsurface conditions encountered
at the borings. These parameters are intended to be used for undisturbed native soil and
rock.
For weak rock layers in Shaft 6.0TM, in addition to the design parameters provided in Tables
A.1 through A.25, we recommend using “Smooth Surface with Closed Joints” for the
interface condition, and 26 degrees for the interface friction angle. Compressive strength,
elastic modulus, and RQD required in Shaft 6.0TM for weak rock layers can be found in
Tables B.1 through B.25.
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
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Settlements due to compression loading are expected to be about one-half (½) of an inch for
adequately designed and installed pier foundations. Settlement of drilled shafts will be more
sensitive to installation techniques than to soil-structure interaction.
4.2.2 Lateral Loading
A number of methods, including hand solutions and computer programs, are available for
calculating the lateral behavior of drilled piers. The majority of these methods rely on “key”
soil parameters such as soil elastic properties (E and ks), strain at 50 percent of the principal
stress difference (50), undrained shear strength (c), angle of internal friction (), and load-
deflection (p-y) criteria. The p-y criteria, which are commonly used to model soil reaction,
were developed from instrumented load tests and are generally considered to provide the
best model of soil behavior under short term lateral loading. It should be noted that the p-y
criteria is not only a function of the soil properties but also the diameter of the structure
foundation.
The majority of p-y curve models use a form of parabola to describe the initial portion of a p-
y curve; at small deflections the slope of these p-y curves approach infinity. This is an
important consideration, since most laterally loaded pile analysis programs use p-y curves to
develop equivalent soil springs in their computations. These soil springs are defined as the
soil reaction, p, divided by the soil deflection, y, or the secant modulus of the p-y curve.
Factors of safety are not generally applied to the lateral load analysis. A performance
criteria, or “limit state” is usually considered. The analysis is generally conducted using the
working loads and the limit state values. The applied loads are then doubled to evaluate the
deflection and rotation at the top of the pier to determine if the foundation will topple over
under extreme overload. This overload condition may indicate that the foundation would
deflect or rotate such that the tower will tilt but not experience failure.
The choice of the final design embedment depth is also evaluated by determining the critical
depth of the foundation. The critical depth is actually a depth range and can be defined as
that range in depth at which a small decrease in the pier embedment depth will result in a
large increase in the groundline deflection of the pier. The analysis is conducted by
incrementally decreasing the embedment depth and plotting the resultant groundline
deflection versus embedment depth. The embedment depth is then chosen below the
critical depth range.
Soil and rock parameters for the LPILE and FAD series programs are provided in Tables B.1
through B.25 and C.1 through C.25, respectively, in Appendix A of this report. It should be
noted that the initial elastic moduli for soil and rock are referred to as soil modulus (ks) and
as initial rock modulus (Eri) in the Tables, and in the LPILE program. The Eri values refer to
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
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the Young’s modulus, in pound per square inch (psi), as described in the Table notes. The
parameters provided on these tables can be used for undisturbed native soil and rock.
We estimated the modulus of deformation values for soil and rock presented for use with
FAD software using published correlations in the MFAD 5.0/HFAD 5.0 software manual. Our
estimated RMR76 values along with parameters and point contributions for the bedrock
materials, based on the rock cores, are presented in the tables following each of Table Cs.
The near surface soils will be prone to strength loss due to the effects of moisture variation,
freeze/thaw, shrink/swell, and drilling disturbance. The frost depth in the project area is
about 24 inches. The shear strength and deformation modulus values provided in the tables
are based on the soil strength at the time our borings were drilled, and have not been
reduced for the effects of moisture variations, freeze/thaw, shrink/swell, or drilling
disturbance. To account for these potential effects, we recommend that the top 3 feet of soil
below the final adjacent grade be neglected for lateral support
4.3 Construction Considerations
Based on the results of our borings, temporary steel casing will be required at some of the
boring locations to prevent cave-in of pier excavation sidewalls and to help prevent inflow of
groundwater into pier excavations. Care should be taken so that the sides and bottom of the
excavations are not disturbed during construction.
A heavy-duty drill rig equipped with a rock auger and coring bit will be required to penetrate
the shale, sandstone and limestone bedrock to construct the drilled pier and direct
embedded pole foundations.
The bottom of the foundation excavation should be free of loose material and water at the
time of concrete placement. Concrete should be placed as soon as possible after the
foundation excavation is completed to reduce the potential disturbance of the bearing
surface. A concrete slump of at least 6 inches is recommended to facilitate casing removal.
While withdrawing casing, care should be exercised to maintain concrete inside the casing
at a sufficient level to resist earth and hydrostatic pressures acting on the casing exterior.
Arching of the concrete, loss of seal and other problems can occur during casing removal
and result in contamination of the drilled shaft. These conditions should be considered
during the design and construction phases. Placement of loose soil backfill should not be
permitted around the casing prior to removal. If water is present in the excavations, water
should be removed by pumping or the concrete should be tremied completely to the bottom
of the excavation with a closed-end tremie.
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
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Concrete aggregates in the area could have a history of problems associated with Alkali
Silica Reactivity (ASR). The following sources should be consulted to help determine if the
proposed aggregates are reactive regarding ASR:
AASHTO Guide Specification for ASR –Resistant Concrete
ODOT Personnel/ODOT Records
QA/QC Personnel for Aggregate/Concrete Supplier.
If it is determined that aggregates are known to have a history of ASR, then one of the
following should be incorporated in the concrete used for the foundations:
Option 1: Replace 20 to 35% of the cement with Class C or Class F fly ash.
However, if sulfate resistant concrete is required, do not use a Class
C fly ash and do not use Type I Portland cement.
Option 2: Use a lithium nitrate admixture at a minimum dosage of 0.55 gallons
of 30% lithium nitrate solution per pound of alkalies present in the
Portland cement. Coordinate with admixture supplier.
Option 3: When using Portland cement only, ensure that the total alkali
contribution from the cement in the concrete does not exceed 4.00 lb.
per cubic yard of concrete when calculated as follows:
Pounds of alkali per cu yd. = (pounds of cement per cu yd) x (%Na2O
equivalent in cement)/100
In the above calculation, use the maximum cement alkali content
reported on the cement mill certificate.
Option 4: Test the proposed cementitious materials – aggregate mix in
accordance with ASTM C1567. Before use of the mix, provide the
certified test report, signed and sealed by a licensed professional
engineer, demonstrating that mortar bar expansion at 16 days
exposure per ASTM C1567 does not exceed 0.10%.
A Terracon representative should observe all foundation excavations to evaluate the
suitability of the bearing materials and to verify that conditions in the foundation excavations
are consistent with those encountered in the test borings. If unsuitable materials are
encountered at planned depths, it may be necessary to re-design the foundations.
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
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4.4 Corrosive Properties of Soils
Water soluble sulfate, chloride content, pH, electrical resistivity, redox potential and sulfide tests
were performed in the laboratory on twenty-one select soil samples. As requested, water
soluble sulfate test was performed in accordance with ASTM C1580 and chloride content test
was performed using Silver Nitrate Titration Method. These test results are summarized in the
following table.
Boring
No.
Sample
Depth
(Ft.)
pH
(Units)
Water
Soluble
Sulfate (%
by Weight)
Chlorides
(mg/Kg)
Electrical
Resistivity
(ohm-cm)
Redox
Potential
(mV)
Sulfide
Content
(mg/Kg)
FR-1 5-6.5 8.14 0.0096 100 2,037 650 Nil
FR-1 10-12 8.13 0.0066 75 1,989 675 Nil
FR-3 5-7 7.88 0.0165 200 698 623 Nil
FR-3 10-12 8.08 0.0066 75 1,455 672 Nil
FR-3 20-22 8.10 0.0110 150 1,358 609 Nil
FR-5 2-30 8.24 0.0160 500 640 570 Nil
FR-7 2-3.5 8.17 0.0058 100 3,201 627 Nil
FR-8 2-6.5 9.06 0.0220 250 941 495 Nil
FR-9 2-10 8.58 0.0110 125 2,328 546 Nil
FR-10 5-45 9.09 0.0061 100 9,894 562 Nil
FR-12 2-30 8.43 0.0069 100 2,231 597 Nil
FR-14 2-15 8.27 0.0105 150 1,358 526 Nil
FR-15 2-10 8.59 0.0099 75 3,007 546 Nil
FR-16 2-20 8.28 0.0083 175 1,261 577 Nil
FR-18 2-10 8.73 0.0193 275 902 547 Nil
FR-19 2-10 8.18 0.0055 75 4,171 597 Nil
FR-20 2-20 8.56 0.0138 200 718 510 Nil
FR-21 2-10 8.61 0.0083 125 1,892 503 Nil
FR-23 13.5-25 8.87 0.0080 100 5,432 520 Nil
FR-24 28.5-35 8.64 0.0099 175 1,940 526 Nil
FR-25 5-6.5 9.46 0.0220 225 883 512 Nil
The miller box electrical resistivity values ranged from 640 to 9,894 ohm-cm for the samples
that were tested. These values indicate the soils are severely to moderately corrosive to buried
ferrous metals.
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
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The measured chloride content of the samples that were tested ranged from 75 to 500 mg/kg.
Based on the results, the risk of chloride exposure to reinforcing steel should be low to
moderate.
The sulfate test results indicated water soluble sulfate contents for the soil tested are less than
0.1 percent. Based on these test results and our local experience, Type I Portland cement
should be suitable for below-grade concrete as regards interaction with surrounding soil.
We recommend that a certified corrosion engineer be employed to determine the need for
corrosion protection and to design appropriate protective measures.
4.5 Site Drainage
The performance of the foundations will not only be dependent upon the quality of
construction but also upon the stability of the moisture content of the near surface soils. We
recommend that positive drainage be developed adjacent to all foundations so ponding of
surface water near the foundations does not occur. Accumulations of water near the
foundations may cause significant moisture variations in the soils adjacent to the
foundations, increasing the potential to weaken the soils or cause vertical or lateral
movements of the foundations.
4.6 Other Considerations
Based on our local experience and the boring information, the on-site materials are not
susceptible to dispersion, wetting-induced collapse, liquefaction, or developing solution
channels or sinkholes.
Moderate to high plasticity clays were encountered in some of the borings. Those clays are
prone to volume changes with changes in moisture content. The active zone (i.e., depth of
seasonal moisture variation) in this area is about 8 feet deep. Because of this, we recommend
that as a minimum the top 4 feet of the soils be ignored for skin friction and the top 3 feet of the
soils be ignored for lateral support.
5.0 GENERAL COMMENTS
Terracon 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 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 Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Reliable ■ Resourceful ■ Responsive 12
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 away from the
borings, across the site, or due to the modifying effects of construction or 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 for this project does not include either specifically or by implication
any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or
identification or prevention of pollutants, hazardous materials or conditions. If the owner is
concerned about the potential for such contamination or pollution, 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 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 reviews the changes
and either verifies or modifies the conclusions of this report in writing.
APPENDIX A
FOUNDATION DESIGN TABLES
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 5 120 750 0.85 0 ---- 6 1 02 13.5 120 1,500 0.58 0 ---- 6 1 03 22.5 130 4,000 0.34 0 ---- 9 1 04 38.5 135 7,200 0.30 0 ---- 9 1 05 49.5 135 14,400 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
Bearing Capacity Factors
TABLE A.1
BORING FR-1
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 22 120 2,000 0.50 0 ---- 9 1 02 27.5 120 750 0.85 0 ---- 9 1 03 33.5 120 750 0.85 0 ---- 9 1 04 39.5 120 2,000 0.50 0 ---- 9 1 05 48.5 135 14,400 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 27.5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
TABLE A.2
BORING FR-2
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 12 120 2,000 0.50 0 ---- 6 1 02 16 120 350 1.00 0 ---- 6 1 03 23.5 120 350 1.00 0 ---- 9 1 04 34 135 7,200 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 16 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
TABLE A.3
BORING FR-3
AXIAL CAPACITY ANALYSES
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 6.5 120 2,000 0.50 0 ---- 6 1 02 13 120 850 0.79 0 ---- 6 1 03 23.5 120 350 1.00 0 ---- 9 1 04 33.5 120 0 ---- 32 0.75 35 23 305 34 135 14,400 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 13 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
TABLE A.4
BORING FR-4
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 8.5 110 500 1.00 0 ---- 6 1 02 12 110 2,000 0.50 0 ---- 6 1 03 16.5 110 0 ---- 30 0.75 30 18 224 18.5 110 0 ---- 30 0.75 30 18 225 28.5 110 1,500 0.58 0 ---- 9 1 06 33.5 120 2,000 0.50 0 ---- 9 1 07 34 135 14,400 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 16.5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
TABLE A.5
BORING FR-5
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 15 120 2,000 0.50 0 ---- 6 1 02 18 120 500 1.00 0 ---- 6 1 03 23.5 120 500 1.00 0 ---- 9 1 04 33 120 1,000 0.72 0 ---- 9 1 05 34.5 130 4,000 0.34 0 ---- 9 1 06 35 135 7,200 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 18 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
TABLE A.6
BORING FR-6
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 5 120 2,000 0.50 0 ---- 6 1 02 25 135 7,200 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
TABLE A.7
BORING FR-7
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 5 120 2,000 0.50 0 ---- 6 1 02 8.5 120 3,000 0.40 0 ---- 6 1 03 28.6 135 7,200 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
TABLE A.8
BORING FR-8
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 2 120 1,000 0.72 0 ---- 6 1 02 13.5 130 4,000 0.34 0 ---- 6 1 03 38.5 135 7,200 0.30 0 ---- 9 1 04 45.5 135 21,600 0.30 0 ---- 9 1 05 48.5 135 21,600 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 45.5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
TABLE A.9
BORING FR-9
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 5 110 250 1.00 0 ---- 6 1 02 16 110 0 ---- 30 0.75 30 18 223 28.5 110 0 ---- 28 0.75 26 15 174 46 120 0 ---- 32 0.75 35 23 305 49 135 14,400 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 16 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
TABLE A.10
BORING FR-10
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 2 120 0 ---- 30 0.75 30 18 222 5 130 4,000 0.34 0 ---- 6 1 03 9 135 18,000 0.30 0 ---- 6 1 04 24.5 135 18,000 0.30 0 ---- 9 1 05 34.5 135 72,000 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 9 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
TABLE A.11
BORING FR-11
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 22 120 1,500 0.58 0 ---- 9 1 02 23.5 120 1,500 0.58 0 ---- 9 1 03 33.5 120 2,500 0.44 0 ---- 9 1 04 38.5 120 0 ---- 30 0.75 30 18 225 43.5 130 4,000 0.34 0 ---- 9 1 06 49 135 21,600 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 22 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
TABLE A.12
BORING FR-12
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 5 120 2,000 0.50 0 ---- 6 1 02 33.5 120 3,000 0.40 0 ---- 9 1 03 35 120 0 ---- 35 0.75 46 33 48
NOTES:
1. Design depth to subsurface water is greater than about 35 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
TABLE A.13
BORING FR-13
AXIAL CAPACITY ANALYSES
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 5 120 2,000 0.50 0 ---- 6 1 02 18.5 130 4,000 0.34 0 ---- 6 1 03 30 135 14,400 0.30 0 ---- 9 1 04 35 135 72,000 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 18.5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
TABLE A.14
BORING FR-14
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 5 120 2,000 0.50 0 ---- 6 1 02 9 130 4,000 0.34 0 ---- 6 1 03 22.5 135 7,200 0.30 0 ---- 9 1 04 34.5 135 7,200 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 22.5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
TABLE A.15
BORING FR-15
AXIAL CAPACITY ANALYSES
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 10 120 1,500 0.58 0 ---- 6 1 02 12 115 500 1.00 0 ---- 6 1 03 24 115 500 1.00 0 ---- 9 1 04 34.5 135 14,400 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 12 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
TABLE A.16
BORING FR-16
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 2.5 120 1,000 0.72 0 ---- 6 1 02 10.5 135 7,200 0.30 0 ---- 6 1 03 16 135 7,200 0.30 0 ---- 6 1 04 20.5 135 72,000 0.30 0 ---- 9 1 05 23.5 135 21,600 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 10.5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
TABLE A.17
BORING FR-17
AXIAL CAPACITY ANALYSES
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 8.5 120 1,000 0.72 0 ---- 6 1 02 11.5 130 4,000 0.34 0 ---- 6 1 03 13 130 4,000 0.34 0 ---- 6 1 04 28 135 21,600 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 11.5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
TABLE A.18
BORING FR-18
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 7 130 4,000 0.34 0 ---- 6 1 02 11.5 130 4,000 0.34 0 ---- 6 1 03 18 135 7,200 0.30 0 ---- 6 1 04 25.5 135 21,600 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 7 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
TABLE A.19
BORING FR-19
AXIAL CAPACITY ANALYSES
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 8.5 120 1,000 0.72 0 ---- 6 1 02 23.5 130 4,000 0.34 0 ---- 9 1 03 33.5 135 72,000 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 8.5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
TABLE A.20
BORING FR-20
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 9.5 120 2,000 0.50 0 ---- 6 1 02 34 135 7,200 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 9.5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
TABLE A.21
BORING FR-21
AXIAL CAPACITY ANALYSES
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 3.5 120 2,000 0.50 0 ---- 6 1 02 8.5 120 1,000 0.72 0 ---- 6 1 03 13.5 120 2,000 0.50 0 ---- 6 1 04 22 130 4,000 0.34 0 ---- 9 1 05 31 135 14,400 0.30 0 ---- 9 1 06 35 135 72,000 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 13.5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
TABLE A.22
BORING FR-22
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 13.5 120 2,000 0.50 0 ---- 6 1 02 23.5 120 0 ---- 28 0.75 26 15 173 33 130 0 ---- 35 0.75 46 33 484 43 135 21,600 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 13.5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
TABLE A.23
BORING FR-23
AXIAL CAPACITY ANALYSES
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 6.5 120 2,000 0.50 0 ---- 6 1 02 13 120 1,000 0.72 0 ---- 6 1 03 28.5 110 150 1.00 0 ---- 9 1 04 33.5 120 0 ---- 30 0.75 30 18 225 38.5 130 0 ---- 35 0.75 46 33 486 42.5 120 2,000 0.50 0 ---- 9 1 07 49 135 21,600 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 13 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
TABLE A.24
BORING FR-24
AXIAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
Project No. 04115209 Terracon Consultants, Inc.
Depth to Total Undrained Horizontal
Bottom of Unit Shear Adhesion Friction Stress
Soil Soil Layer Weight Strength Factor Angle Coefficient Nc4
Nq Ng
Layer (feet) (pcf) (psf) (-) (degrees) (-) (-) (-) (-)
1 13.5 120 2,000 0.50 0 ---- 6 1 02 18.5 135 7,200 0.30 0 ---- 6 1 03 33 135 7,200 0.30 0 ---- 9 1 04 37 135 72,000 0.30 0 ---- 9 1 05 39 135 14,400 0.30 0 ---- 9 1 0
NOTES:
1. Design depth to subsurface water is about 18.5 feet.
2. For uplift conditions, the computed skin friction should be multiplied by 0.9 for clays and 0.7 for sands.
3. The unit allowable end bearing should not exceed 100 kips per square foot.
4. The Nc value of 9 for non-granular soils is for D/B ratios greater than 4. Otherwise, use Nc = 6.
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Bearing Capacity Factors
TABLE A.25
BORING FR-25
AXIAL CAPACITY ANALYSES
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 5 380 120 750 0 0.0122 Stiff Clay without Free Water (3) 5 13.5 525 58 1,500 0 0.0083 Stiff Clay without Free Water (3) 13.5 22.5 1,008 68 4,000 0 0.0054 Weak Rock (8) 22.5 38.5 10,000 73 100 0 0 0.00055 Weak Rock (8) 38.5 49.5 20,000 73 200 0 0 0.0005
NOTES:
1. Design depth to subsurface water is about 5 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
TABLE B.1
BORING FR-1
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
Depth to Soil Layer
LPILE
Soil Type
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 22 622 120 2,000 0 0.0072 Stiff Clay without Free Water (3) 22 27.5 380 120 750 0 0.0123 Stiff Clay without Free Water (3) 27.5 33.5 380 58 750 0 0.0124 Stiff Clay without Free Water (3) 33.5 39.5 622 58 2,000 0 0.0075 Weak Rock (8) 39.5 48.5 20,000 73 200 0 0 0.0005
NOTES:
1. Design depth to subsurface water is about 27.5 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
LATERAL CAPACITY ANALYSES
UNDRAINED CONDITIONS
DESIGN SOIL PARAMETERS FOR
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
BORING FR-2
TABLE B.2
Depth to Soil Layer
Soil Type
LPILE
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 12 622 120 2,000 0 0.0072 Soft Clay (1) 12 16 303 120 350 0 0.0193 Soft Clay (1) 16 23.5 303 58 350 0 0.0194 Weak Rock (8) 23.5 34 10,000 73 100 0 0 0.0005
NOTES:
1. Design depth to subsurface water is about 16 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
UNDRAINED CONDITIONS
TABLE B.3
LATERAL CAPACITY ANALYSES
BORING FR-3
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
DESIGN SOIL PARAMETERS FOR
LPILE
Soil Type
Depth to Soil Layer
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 6.5 622 120 2,000 0 0.0072 Stiff Clay without Free Water (3) 6.5 13 399 120 850 0 0.0113 Soft Clay (1) 13 23.5 303 58 350 0 0.0194 Sand (5) 23.5 33.5 81 58 0 32 ----5 Weak Rock (8) 33.5 34 20,000 73 200 0 0 0.0005
NOTES:
1. Design depth to subsurface water is about 13 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
BORING FR-4
TABLE B.4
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
LATERAL CAPACITY ANALYSES
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Depth to Soil Layer
LPILE
Soil Type
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 8.5 332 110 500 0 0.0152 Stiff Clay without Free Water (3) 8.5 12 622 110 2,000 0 0.0073 Sand (5) 12 16.5 93 110 0 30 ----4 Sand (5) 16.5 18.5 62 48 0 30 ----5 Stiff Clay without Free Water (3) 18.5 28.5 525 48 1,500 0 0.0086 Stiff Clay without Free Water (3) 28.5 33.5 622 58 2,000 0 0.0077 Weak Rock (8) 33.5 34 20,000 73 200 0 0 0.0005
NOTES:
1. Design depth to subsurface water is about 16.5 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
TABLE B.5
BORING FR-5
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Depth to Soil Layer
LPILE
Soil Type
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 15 622 120 2,000 0 0.0072 Stiff Clay without Free Water (3) 15 18 332 120 500 0 0.0153 Stiff Clay without Free Water (3) 18 23.5 332 58 500 0 0.0154 Stiff Clay without Free Water (3) 23.5 33 428 58 1,000 0 0.0105 Stiff Clay without Free Water (3) 33 34.5 1,008 68 4,000 0 0.0056 Weak Rock (8) 34.5 35 10,000 73 100 0 0 0.0005
NOTES:
1. Design depth to subsurface water is about 18 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
TABLE B.6
BORING FR-6
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Depth to Soil Layer
LPILE
Soil Type
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 5 622 120 2,000 0 0.0072 Weak Rock (8) 5 25 10,000 73 100 0 84 0.0005
NOTES:
1. Design depth to subsurface water is about 5 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
TABLE B.7
BORING FR-7
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Depth to Soil Layer
LPILE
Soil Type
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 5 622 120 2,000 0 0.0072 Stiff Clay without Free Water (3) 5 8.5 815 58 3,000 0 0.0063 Weak Rock (8) 8.5 28.6 10,000 73 100 0 50 0.0005
NOTES:`
1. Design depth to subsurface water is about 5 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
TABLE B.8
BORING FR-8
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Depth to Soil Layer
LPILE
Soil Type
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 2 428 120 1,000 0 0.0102 Stiff Clay without Free Water (3) 2 13.5 1,008 130 4,000 0 0.0053 Weak Rock (8) 13.5 38.5 10,000 135 100 0 0 0.00054 Weak Rock (8) 38.5 45.5 30,000 135 300 0 0 0.00055 Weak Rock (8) 45.5 48.5 30,000 73 300 0 0 0.0005
NOTES:
1. Design depth to subsurface water is about 45.5 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
TABLE B.9
BORING FR-9
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Depth to Soil Layer
LPILE
Soil Type
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Soft Clay (1) 0 5 283 110 250 0 0.0232 Sand (5) 5 16 93 110 0 30 ----3 Sand (5) 16 28.5 44 48 0 28 ----4 Sand (5) 28.5 46 81 58 0 32 ----5 Weak Rock (8) 46 49 20,000 73 200 0 0 0.0005
NOTES:
1. Design depth to subsurface water is about 16 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
TABLE B.10
BORING FR-10
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Depth to Soil Layer
LPILE
Soil Type
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Sand (5) 0 2 93 120 0 30 ----2 Stiff Clay without Free Water (3) 2 5 1,008 130 4,000 0 0.0053 Weak Rock (8) 5 9 25,000 135 250 0 0 0.00054 Weak Rock (8) 9 24.5 25,000 73 250 0 0 0.00055 Weak Rock (8) 24.5 34.5 100,000 73 1,000 0 81 0.0005
NOTES:
1. Design depth to subsurface water is about 9 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
TABLE B.11
BORING FR-11
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
Soil Type
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Depth to Soil Layer
LPILE
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 22 525 120 1,500 0 0.0082 Stiff Clay without Free Water (3) 22 23.5 525 58 1,500 0 0.0083 Stiff Clay without Free Water (3) 23.5 33.5 718 58 2,500 0 0.0064 Sand (5) 33.5 38.5 62 58 0 30 ----5 Stiff Clay without Free Water (3) 38.5 43.5 1,008 68 4,000 0 0.0056 Weak Rock (8) 43.5 49 30,000 73 300 0 0 0.0005
NOTES:
1. Design depth to subsurface water is about 22 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Depth to Soil Layer
LPILE
Soil Type
TABLE B.12
BORING FR-12
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k Weight Strength Angle RQD Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 5 622 120 2,000 0 0.0072 Stiff Clay without Free Water (3) 5 33.5 815 120 3,000 0 0.0063 Sand (5) 33.5 35 193 120 0 35 ----
NOTES:
1. Design depth to subsurface water is greater than about 35 feet.
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Depth to Soil Layer
LPILE
Soil Type
BORING FR-13
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
TABLE B.13
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 5 622 120 2,000 0 0.0072 Stiff Clay without Free Water (3) 5 18.5 1,008 130 4,000 0 0.0053 Weak Rock (8) 18.5 30 20,000 73 200 0 0 0.00054 Weak Rock (8) 30 35 100,000 73 1,000 0 87 0.0005
NOTES:
1. Design depth to subsurface water is about 18.5 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
Depth to Soil Layer
LPILE
Soil Type
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
TABLE B.14
BORING FR-14
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 5 622 120 2,000 0 0.0072 Stiff Clay without Free Water (3) 5 9 1,008 130 4,000 0 0.0053 Weak Rock (8) 9 22.5 10,000 135 100 0 0 0.00054 Weak Rock (8) 22.5 34.5 10,000 73 100 0 0 0.0005
NOTES:
1. Design depth to subsurface water is about 22.5 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
LPILE
Soil Type
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Depth to Soil Layer
TABLE B.15
BORING FR-15
LATERAL CAPACITY ANALYSES
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 10 525 120 1,500 0 0.0082 Stiff Clay without Free Water (3) 10 12 332 115 500 0 0.0153 Stiff Clay without Free Water (3) 12 24 332 53 500 0 0.0154 Weak Rock (8) 24 34.5 20,000 73 200 0 0 0.0005
NOTES:
1. Design depth to subsurface water is about 12 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
Soil Type
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA
Depth to Soil Layer
LPILE
TABLE B.16
BORING FR-16
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 2.5 428 120 1,000 0 0.0102 Weak Rock (8) 2.5 10.5 10,000 135 100 0 0 0.00053 Weak Rock (8) 10.5 16 10,000 73 100 0 0 0.00054 Weak Rock (8) 16 20.5 100,000 73 1,000 0 0 0.00055 Weak Rock (8) 20.5 23.5 30,000 73 300 0 0 0.0005
NOTES:
1. Design depth to subsurface water is about 10.5 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
Depth to Soil Layer
LPILE
Soil Type
TABLE B.17
BORING FR-17
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 8.5 428 120 1,000 0 0.0102 Stiff Clay without Free Water (3) 8.5 11.5 1,008 130 4,000 0 0.0053 Stiff Clay without Free Water (3) 11.5 13 1,008 68 4,000 0 0.0054 Weak Rock (8) 13 28 30,000 73 300 0 69 0.0005
NOTES:
1. Design depth to subsurface water is about 11.5 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
BETWEEN PAWNEE AND FAIRFAX
Depth to Soil Layer
LPILE
Soil Type
TABLE B.18
BORING FR-18
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 7 1,008 130 4,000 0 0.0052 Stiff Clay without Free Water (3) 7 11.5 1,008 68 4,000 0 0.0053 Weak Rock (8) 11.5 18 10,000 73 100 0 70 0.00054 Weak Rock (8) 18 25.5 30,000 73 300 0 58 0.0005
NOTES:
1. Design depth to subsurface water is about 7 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
Depth to Soil Layer
LPILE
Soil Type
BORING FR-19
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
TABLE B.19
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 8.5 428 120 1,000 0 0.0102 Stiff Clay without Free Water (3) 8.5 23.5 1,008 68 4,000 0 0.0053 Weak Rock (8) 23.5 33.5 100,000 73 1,000 0 90 0.0005
NOTES:
1. Design depth to subsurface water is about 8.5 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
Depth to Soil Layer
LPILE
Soil Type
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
TABLE B.20
BORING FR-20
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 9.5 622 120 2,000 0 0.0072 Weak Rock (8) 9.5 34 10,000 73 100 0 0 0.0005
NOTES:
1. Design depth to subsurface water is about 9.5 feet.
2. Value given for Weak Rock is E ri in psi. See report text for cyclic loading.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
LPILE
Soil Type
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
Depth to Soil Layer
TABLE B.21
BORING FR-21
LATERAL CAPACITY ANALYSES
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 3.5 622 120 2,000 0 0.0072 Stiff Clay without Free Water (3) 3.5 8.5 428 120 1,000 0 0.0103 Stiff Clay without Free Water (3) 8.5 13.5 622 120 2,000 0 0.0074 Stiff Clay without Free Water (3) 13.5 22 1,008 68 4,000 0 0.0055 Weak Rock (8) 22 31 20,000 73 200 0 0 0.00056 Weak Rock (8) 31 35 100,000 73 1,000 0 55 0.0005
NOTES:
1. Design depth to subsurface water is about 13.5 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
Soil Type
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
Depth to Soil Layer
LPILE
TABLE B.22
BORING FR-22
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 13.5 622 120 2,000 0 0.0072 Sand (5) 13.5 23.5 44 58 0 28 ----3 Sand (5) 23.5 33 111 68 0 35 ----4 Weak Rock (8) 33 43 30,000 73 300 0 40 0.0005
NOTES:
1. Design depth to subsurface water is about 13.5 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
Depth to Soil Layer
LPILE
Soil Type
TABLE B.23
BORING FR-23
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 6.5 622 120 2,000 0 0.0072 Stiff Clay without Free Water (3) 6.5 13 428 120 1,000 0 0.0103 Soft Clay (1) 13 28.5 264 48 150 0 0.0304 Sand (5) 28.5 33.5 62 58 0 30 ----5 Sand (5) 33.5 38.5 111 68 0 35 ----6 Stiff Clay without Free Water (3) 38.5 42.5 622 58 2,000 0 0.0077 Weak Rock (8) 42.5 49 30,000 73 300 0 0 0.0005
NOTES:
1. Design depth to subsurface water is about 13 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
BETWEEN PAWNEE AND FAIRFAX
Depth to Soil Layer
LPILE
Soil Type
TABLE B.24
BORING FR-24
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
Project No. 04115209 Terracon Consultants, Inc.
LPILE LPILESoil Effective Undrained Internal Soil
Modulus Unit Shear Friction Strain
Soil Top Bottom k2
Weight Strength4
Angle RQD3
Factor
Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm
1 Stiff Clay without Free Water (3) 0 13.5 622 120 2,000 0 0.0072 Weak Rock (8) 13.5 18.5 10,000 135 100 0 0 0.00053 Weak Rock (8) 18.5 33 10,000 73 100 0 0 0.00054 Weak Rock (8) 33 37 100,000 73 1,000 0 90 0.00055 Weak Rock (8) 37 39 20,000 73 200 0 90 0.0005
NOTES:
1. Design depth to subsurface water is about 18.5 feet.
2. Value given for Weak Rock is E ri in psi.
3. Value given for RQD estimated from field data and sample examination.
4. Uniaxial compressive strength for rock, in psi.
Depth to Soil Layer
LPILE
Soil Type
BORING FR-25
LATERAL CAPACITY ANALYSES
DESIGN SOIL PARAMETERS FOR
UNDRAINED CONDITIONS
FEEDER 39 REBUILD
BETWEEN PAWNEE AND FAIRFAX
TABLE B.25
Project No. 04115209 Terracon Consultants, Inc.
1 Soil 5 120 0.45 0 0.75 NA
2 Soil 13.5 120 0.9 0 1.5 NA
3 Soil 22.5 130 2.4 0 4.0 NA
4 Rock338.5 135 10 0 7.2 2.5
5 Rock349.5 135 20 0 14.4 3.5
Notes:
1. Water at 5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2.
3. Deformation modulus and shear strength vaules are based on our local experience.
Table C.1
Boring FR-1
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Osage and Pawnee Counties, Oklahoma
Feeder 39 Rebuild
Between Pawnee and Fairfax
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 22 120 1.2 0 2.0 NA
2 Soil 33.5 120 0.45 0 0.75 NA
3 Soil 39.5 120 1.2 0 2.0 NA
4 Rock348.5 135 20 0 14.4 3.5
Notes:
1. Water at 27.5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2.
3. Deformation modulus and shear strength vaules are based on our local experience.
Table C.2
Boring FR-2
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Feeder 39 Rebuild
Osage and Pawnee Counties, Oklahoma
Between Pawnee and Fairfax
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 12 120 1.2 0 2.0 NA
2 Soil 23.5 120 0.2 0 0.35 NA
3 Rock3 34 135 10 0 7.2 2.5
Notes:
1. Water at 16 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2.
3. Deformation modulus and shear strength vaules are based on our local experience.
Osage and Pawnee Counties, Oklahoma
Table C.3
Boring FR-3
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Feeder 39 Rebuild
Between Pawnee and Fairfax
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 6.5 120 1.2 0 2.0 NA
2 Soil 13 120 0.5 0 0.85 NA
3 Soil 23.5 120 0.2 0 0.35 NA
4 Soil 33.5 120 1.5 32 0.0 NA
5 Rock334 135 20 0 14.4 3.5
Notes:
1. Water at 13 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
Table C.4
Boring FR-4
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 8.5 110 0.3 0 0.5 NA
2 Soil 12 110 1.2 0 2.0 NA
3 Soil 18.5 110 0.6 30 0.0 NA
4 Soil 28.5 110 0.9 0 1.5 NA
5 Soil 33.5 120 1.2 0 2.0 NA
6 Rock3 34 135 20 0 14.4 3.5
Notes:
1. Water at 16.5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Table C.5
Boring FR-5
MFAD 5.0/ HFAD 5.0 Analyses
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 15 120 1.2 0 2.0 NA
2 Soil 23.5 120 0.3 0 0.5 NA
3 Soil 33 120 0.6 0 1.0 NA
4 Soil 34.5 130 2.4 0 4.0 NA
5 Rock3 35 135 10 0 7.2 2.5
Notes:
1. Water at 18 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
Table C.6
Boring FR-6
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 5 120 1.2 0 2.0 NA
2 Rock325 135 10 0 7.2 2.5
Notes:
1. Water at 5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Table C.7
Boring FR-7
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 5 120 1.2 0 2.0 NA
2 Soil 8.5 120 1.8 0 3.0 NA
3 Rock3
28.6 135 10 0 7.2 2.5
Notes:
1. Water at 5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
Table C.8
Boring FR-8
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Osage and Pawnee Counties, Oklahoma
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 2 120 0.6 0 1.0 NA
2 Soil 13.5 130 2.4 0 4.0 NA
3 Rock3 38.5 135 10 0 7.2 2.5
4 Rock3 48.5 135 30 0 21.6 3.5
Notes:
1. Water at 45.5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
Osage and Pawnee Counties, Oklahoma
Table C.9
Boring FR-9
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 5 110 0.15 0 0.25 NA
2 Soil 16 110 0.6 30 0.0 NA
3 Soil 28.5 110 0.3 28 0.0 NA
4 Soil 46 120 1.5 32 0.0 NA
5 Rock349 135 20 0 14.4 3.5
Notes:
1. Water at 16 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Osage and Pawnee Counties, Oklahoma
Table C.10
Boring FR-10
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 2 120 0.6 30 0.0 NA
2 Soil 5 130 2.4 0 4.0 NA
3 Rock3
24.5 135 25 0 18.0 3.5
4 Rock434.5 135 1,200 38 3.7 10
Notes:
1. Water at 9 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
4. Deformation modulus and shear strenght values are based on a calculated RMR76 value of 51
Boring FR-11
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Table C.11
Terracon Project No. 04115209 Terracon Consultants, Inc.
Parameter Point ContributionsStrength of Intact Rock 2
RQD 17Spacing of Joints 10
Condition of Joints 25Ground Water Conditions 4
Adjustment for Joint Orientations -7Calculated RMR76 51
Terracon Project No. 04115209
Table C.11.ACalculation of Rock Mass Rating (RMR76)
Boring FR-11, 24.5 - 34.5 feet
1 Soil 23.5 120 0.9 0 1.5 NA
2 Soil 33.5 120 1.5 0 2.5 NA
3 Soil 38.5 120 0.6 30 0.0 NA
4 Soil 43.5 130 2.4 0 4.0 NA
5 Rock349 135 30 0 21.6 3.5
Notes:
1. Water at 22 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
Table C.12
Boring FR-12
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 5 120 1.2 0 2.0 NA
2 Soil 33.5 120 1.8 0 3.0 NA
3 Soil 35 120 3.0 35 0.0 NA
Notes:
1. Water at 35 ft.
Table C.13
Boring FR-13
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 5 120 1.2 0 2.0 NA
2 Soil 18.5 130 2.4 0 4.0 NA
3 Rock3
30 135 20 0 14.4 3.5
4 Rock435 135 500 33 2.7 3.5
Notes:
1. Water at 18.5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
4. Deformation modulus and shear strenght values are based on a calculated RMR76 value of 34
Table C.14
Boring FR-14
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
Parameter Point ContributionsStrength of Intact Rock 4
RQD 17Spacing of Joints 10
Condition of Joints 6Ground Water Conditions 4
Adjustment for Joint Orientations -7Calculated RMR76 34
Terracon Project No. 04115209
Calculation of Rock Mass Rating (RMR76)Boring FR-14, 30 - 35 feet
Table C.14.A
1 Soil 5 120 1.2 0 2.0 NA
2 Soil 9 130 2.4 0 4.0 NA
3 Rock3
34.5 135 10 0 7.2 2.5
Notes:
1. Water at 22.5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
Table C.15
Boring FR-15
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 10 120 0.9 0 1.5 NA
2 Soil 24 115 0.3 0 0.5 NA
3 Rock334.5 135 20.0 0 14.4 3.5
Notes:
1. Water at 12 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
Table C.16
Boring FR-16
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 2.5 120 0.6 0 1.0 NA
2 Rock316 135 10 0 7.2 2.5
3 Rock4
20.5 135 375 32 2.5 10
4 Rock323.5 135 30.0 0 21.6 3.5
Notes:
1. Water at 10.5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
4. Deformation modulus and shear strenght values are based on a calculated RMR76 value of 28
Table C.17
Boring FR-17
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
Parameter Point ContributionsStrength of Intact Rock 2
RQD 13Spacing of Joints 10
Condition of Joints 6Ground Water Conditions 4
Adjustment for Joint Orientations -7Calculated RMR76 28
Terracon Project No. 04115209
Calculation of Rock Mass Rating (RMR76)Table C.17.A
Boring FR-17, 16 - 20.5 feet
1 Soil 8.5 120 0.6 0 1.0 NA
2 Soil 13 130 2.4 0 4.0 NA
3 Rock3
28 135 200 30 2.0 3.5
Notes:
1. Water at 11.5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strenght values are based on a calculated RMR76 value of 21
Table C.18
Boring FR-18
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
Parameter Point ContributionsStrength of Intact Rock 1
RQD 13Spacing of Joints 10
Condition of Joints 0Ground Water Conditions 4
Adjustment for Joint Orientations -7Calculated RMR76 21
Terracon Project No. 04115209
Calculation of Rock Mass Rating (RMR76)Boring FR-18, 13 - 28 feet
Table C.18.A
1 Soil 11.5 130 2.4 0 4.0 NA
2 Rock318 135 10.0 0 7.2 2.5
3 Rock425.5 135 350 32 2.4 3.5
Notes:
1. Water at 7 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
4. Deformation modulus and shear strenght values are based on a calculated RMR76 value of 27
Table C.19
Boring FR-19
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
Parameter Point ContributionsStrength of Intact Rock 1
RQD 13Spacing of Joints 10
Condition of Joints 6Ground Water Conditions 4
Adjustment for Joint Orientations -7Calculated RMR76 27
Table C.19.ACalculation of Rock Mass Rating (RMR76)
Boring FR-19, 18 - 25.5 feetTerracon Project No. 04115192
1 Soil 8.5 120 0.6 0 1.0 NA
2 Soil 23.5 130 2.4 0 4.0 NA
3 Rock3
25.8 135 4,000 41 4.6 10
4 Rock429 135 550 33 2.8 3.5
5 Rock333.5 135 4000 41 4.6 10
Notes:
1. Water at 8.5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strenght values are based on a calculated RMR76 value of 64
4. Deformation modulus and shear strenght values are based on a calculated RMR76 value of 34
Table C.20
Boring FR-20
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
Parameter Point ContributionsStrength of Intact Rock 2
RQD 20Spacing of Joints 20
Condition of Joints 25Ground Water Conditions 4
Adjustment for Joint Orientations -7Calculated RMR76 64
Parameter Point ContributionsStrength of Intact Rock 1
RQD 20Spacing of Joints 10
Condition of Joints 6Ground Water Conditions 4
Adjustment for Joint Orientations -7Calculated RMR76 34
Table C.20.A
Terracon Project No. 04115209
Calculation of Rock Mass Rating (RMR76)Boring FR-20, 25.8 - 29 feet
Terracon Project No. 04115209
Calculation of Rock Mass Rating (RMR76)Boring FR-20, 23.5 - 25.8 & 29 - 33.5 feet
1 Soil 9.5 120 1.2 0 2.0 NA
2 Rock334 135 10 0 7.2 2.5
Notes:
1. Water at 9.5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
Table C.21
Boring FR-21
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 3.5 120 1.2 0 2.0 NA
2 Soil 8.5 120 0.6 0 1.0 NA
3 Soil 13.5 120 1.2 0 2.0 NA
4 Soil 22 130 2.4 0 4.0 NA
5 Rock331 135 20 0 14.4 3.5
6 Rock435 135 225 30 2.2 3.5
Notes:
1. Water at 13.5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
4. Deformation modulus and shear strenght values are based on a calculated RMR76 value of 22
Table C.22
Boring FR-22
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
Parameter Point ContributionsStrength of Intact Rock 2
RQD 13Spacing of Joints 10
Condition of Joints 0Ground Water Conditions 4
Adjustment for Joint Orientations -7Calculated RMR76 22
Table C.22.A
Boring FR-22, 31 - 35 feetTerracon Project No. 04115209
Calculation of Rock Mass Rating (RMR76)
1 Soil 13.5 120 1.2 0 2.0 NA
2 Soil 23.5 120 1.5 28 0.0 NA
3 Soil 33 130 4 35 0.0 NA
4 Rock343 135 250 31 2.3 3.5
Notes:
1. Water at 13.5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strenght values are based on a calculated RMR76 value of 23
Table C.23
Boring FR-23
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
Parameter Point ContributionsStrength of Intact Rock 2
RQD 8Spacing of Joints 10
Condition of Joints 6Ground Water Conditions 4
Adjustment for Joint Orientations -7Calculated RMR76 23
Table C.23.ACalculation of Rock Mass Rating (RMR76)
Boring FR-23, 33 - 43 feetTerracon Project No. 04115209
1 Soil 6.5 120 1.2 0 2.0 NA
2 Soil 13 120 0.6 0 1.0 NA
3 Soil 28.5 110 0.1 0 0.15 NA
4 Soil 33.5 120 0.8 30 0.0 NA
5 Soil 38.5 130 4.0 35 0.0 NA
6 Soil 42.5 120 1.2 0 2.0 NA
7 Rock349 135 30 0 21.6 3.5
Notes:
1. Water at 13 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
Table C.24
Boring FR-24
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
1 Soil 13.5 120 1.2 0 2.0 NA
2 Rock333 135 10 0 7.2 2.5
3 Rock4
37 135 1,200 38 3.7 10
4 Rock339 135 20 0 14.4 3.5
Notes:
1. Water at 18.5 ft.
2. Allowable rock/concrete bond strength has a factor of safety of about 2
3. Deformation modulus and shear strength vaules are based on our local experience.
4. Deformation modulus and shear strenght values are based on a calculated RMR76 value of 53
Table C.25
Boring FR-25
MFAD 5.0/ HFAD 5.0 Analyses
Soil/Rock Parameters For Undrained Conditions
Feeder 39 Rebuild
Between Pawnee and Fairfax
Osage and Pawnee Counties, Oklahoma
Layer
Number
Layer
Type
Depth to Bottom
of Layer (feet)
Total Unit
Weight (pcf)
Deformation
Modulus (ksi)
Effective
Friction Angle
(degrees)
Undrained Soil Shear
Strength or Rock
Effective Cohesion
(ksf)
Allowable
Rock/Concrete
Bond Strength2
(ksf)
Terracon Project No. 04115209 Terracon Consultants, Inc.
Parameter Point ContributionsStrength of Intact Rock 4
RQD 17Spacing of Joints 10
Condition of Joints 25Ground Water Conditions 4
Adjustment for Joint Orientations -7Calculated RMR76 53
Table C.25.ACalculation of Rock Mass Rating (RMR76)
Boring FR-25, 33 - 37 feetTerracon Project No. 04115209
APPENDIX B
FIELD EXPLORATION
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
B-1
Field Exploration Description
The boring locations were established in the field by Terracon using a hand-held GPS unit and
the coordinate locations provided to us. The GPS coordinates of the actual drilled locations are
shown near the top of the boring logs. As requested, the ground surface elevations at the
boring locations were obtained from Google EarthTM. The boring locations and elevations should
be considered accurate only to the degree implied by the methods used to define them.
The borings were drilled with all-terrain drill rigs using continuous flight augers to advance the
boreholes. Samples of the soil encountered in the borings were obtained using the split barrel and
thin-walled tube sampling procedures.
In the split-barrel sampling procedure, the number of blows required to advance a standard 2-inch
O.D. split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means of a
140-pound automatic hammer with a free fall of 30 inches, is the standard penetration resistance
value (SPT-N). This value is used to estimate the in-situ relative density of granular soils and
consistency of cohesive soils and hardness of weathered bedrock.
In the thin-walled tube sampling procedure, a 3-inch O.D. seamless steel tube with a sharpened
cutting end is hydraulically pushed into the bottom of the boring to obtain a relatively
undisturbed soil sample.
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, testing and classification.
Automatic Standard Penetration Test (SPT) drive hammers were used to advance the split-
barrel sampler. The automatic drive hammer achieves a greater mechanical efficiency when
compared to a conventional safety drive hammer operated with a cathead and rope.
Hammer energy transfer ratio (ETR) for drill rigs used on this project are summarized in the
following table.
Boring No Drill Rig
Model No.
Energy
Transfer
Ratio
Hammer
Calibration Date
FR-1 through FR-6, FR-9 through FR-13 CME-850XR 92.7% June 22, 2011
FR-7, FR-8, FR-15, FR-17, FR-19 CME-550X 86.1% March 1, 2011
FR-14, FR-16, FR-18, FR-20 through FR-24 CME-750 84.8% April 15, 2011
FR-25 Dietrich-50 87.5% February 28, 2011
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
B-1
Field Exploration Description (continued)
The borings were advanced below auger refusal or in competent rock using a diamond-bit core
barrel. After the core samples were retrieved, they were placed in a box and logged. The rock
was visually classified, and the "percent recovery" and rock quality designation (RQD) was
determined for each run. Photos of the recovered rock cores are included in this appendix,
following the boring logs.
The "percent recovery" is the ratio of the recovered sample length to the cored length,
expressed as a percent. An indication of the actual in-situ rock quality is provided by calculating
the core'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 core run length.
Terracon field engineer or geologist prepared field logs during the drilling operations. The
boring logs included visual classifications of the materials encountered during drilling and the
engineer’s or geologist’s interpretation of the subsurface conditions between samples. The final
boring logs include modifications based on observations and tests of the samples in the
laboratory.
After groundwater level measurements, the boreholes were backfilled with soil cuttings to
depths of about 14 feet below the existing ground surface and were then backfilled with
bentonite chips to depths of about 4 feet below the ground surface. The upper approximate 4
feet of the boreholes were backfilled with auger cuttings.
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No.Consulting Engineers and Scientists
EXHIBIT NO.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
XC
DC
XC
BMW
04115209
SEE BAR SCALE
04115209
JANUARY 2012
SITE LOCATION MAP
B-2GEOTECHNICAL EXPLORATION
FEEDER 39 REBUILDBETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA SHEET 1 OF 1
APPROXIMATE SITE LOCATION
É 2011 GOOGLE
N
APPROXIMATE SCALE IN MILES
5.0 0 2.5 5.0
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No.Consulting Engineers and Scientists
EXHIBIT NO.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
XC
DC
XC
BMW
04115209
SEE BAR SCALE
04115209
JANUARY 2012
BORING LOCATION PLAN
B-3GEOTECHNICAL EXPLORATION
FEEDER 39 REBUILDBETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA SHEET 1 OF 4
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
APPROXIMATE SCALE IN FEET
2500 0 1250 2500É 2011 GOOGLE
N
LEGENDBORING LOCATION
FR-1
FR-2
FR-3
FR-4
FR-5
FR-6
FR-7
FR-8
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No.Consulting Engineers and Scientists
EXHIBIT NO.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
XC
DC
XC
BMW
04115209
SEE BAR SCALE
04115209
JANUARY 2012
BORING LOCATION PLAN
B-3GEOTECHNICAL EXPLORATION
FEEDER 39 REBUILDBETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA SHEET 2 OF 4
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
APPROXIMATE SCALE IN FEET
2500 0 1250 2500
É 2011 GOOGLE
N
LEGENDBORING LOCATION
FR-9
FR-10
FR-11
FR-12
FR-13
FR-14
FR-15
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No.Consulting Engineers and Scientists
EXHIBIT NO.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
XC
DC
XC
BMW
04115209
SEE BAR SCALE
04115209
JANUARY 2012
BORING LOCATION PLAN
B-3GEOTECHNICAL EXPLORATION
FEEDER 39 REBUILDBETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA SHEET 3 OF 4
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
APPROXIMATE SCALE IN FEET
2500 0 1250 2500
É 2011 GOOGLE
N
LEGENDBORING LOCATION
FR-16
FR-17
FR-18
FR-19
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No.Consulting Engineers and Scientists
EXHIBIT NO.
10930 EAST 56th STREET TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
XC
DC
XC
BMW
04115209
SEE BAR SCALE
04115209
JANUARY 2012
BORING LOCATION PLAN
B-3GEOTECHNICAL EXPLORATION
FEEDER 39 REBUILDBETWEEN PAWNEE AND FAIRFAX
OSAGE AND PAWNEE COUNTIES, OKLAHOMA SHEET 4 OF 4
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
APPROXIMATE SCALE IN FEET
2500 0 1250 2500
É 2011 GOOGLE
N
LEGENDBORING LOCATION
FR-20
FR-21
FR-22
FR-25
FR-24 FR-23
3500*
9000*
9000*
5
7
28
25
RQD63%
RQD43%
16
8
18
20
18
17
71%
67%
99
117
CLCH
CLCH
CLCHCLCH
CH
CH
1
2
3
4
5
6
7
8
PA
SS
PA
ST
PA
SS
ST
PA
SS
PA
SS
PA
DB
DB
RB
15
22
19
16
4" TopsoilLEAN TO FAT CLAYdark brown and brown, medium stiff to stiff
LEAN TO FAT CLAYreddish-brown, stiff to very stiff
SHALEY FAT CLAYolive-brown and reddish-brown, very stiff
WEATHERED SHALE++dark reddish-brown and dark gray, soft(about 6 inch limestone seam at 22.5 feet)
WEATHERED SHALE+dark reddish-brown and dark gray, soft
8.5
13.5
22.5
30.3
823.5
818.5
809.5
801.5
S-2LL=46PL=19PI=27
-#200=92%TXUU
c=1500psfS-4
TXUUc=2200psf
TESTS
DESCRIPTION
Approx. Surface Elev.: 832 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-3-11
Boring Location: Latitude: 36.57398°, Longitude:-96.70138°
10
WATER LEVEL OBSERVATIONS, ft
6
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-3-11WD
LOG OF BORING NO. FR-1
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
35/6" 50/6"
50/3"
50/4"
50/3"
9
8
0
9
9
10
11
12
SS
RB
SSRB
SSRB
SS
24
21
18
WEATHERED SHALE+dark reddish-brown and dark gray, soft
WEATHERED SHALE+dark gray, softBOTTOM OF BORING
Auger refusal at 22 feet
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
++Classification estimated from coresamples. Petrographic analysis may revealother rock types.
Driller: Allen SchenkelHelper: Joseph DaigneaultEngineer: Eric MarkoHammer Energy Transfer Ratio: 92.7%
48.549.2
783.5783
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
35
40
45
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-3-11
10
WATER LEVEL OBSERVATIONS, ft
6
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-3-11WD
LOG OF BORING NO. FR-1
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
9000*
5000*
5000*
6500*
1000*
2500*
14
11
10
13
5
6
18
20
18
18
18
21
18
18
111
109
CL
CL
CLCH
CLCH
CH
CH
CL
CL
1
2
3
4
5
6
7
8
PA
SS
PA
ST
PA
SS
PA
SS
PA
SS
ST
PA
SS
PA
SS
PA
14
15
18
21
22
21
27
26
6" TopsoilLEAN CLAYreddish-brown and brown, very stiff
LEAN TO FAT CLAYreddish-brown, stiff
FAT CLAYdark reddish-brown, very stiff
LEAN CLAYreddish-brown, medium stiff
8.5
18.5
22
811.5
801.5
798
S-2LL=42PL=16PI=26
-#200=96%TXUU
c=5280psf
S-4LL=49PL=18PI=31
-#200=98%
S-6TXUU
c=3690psf
S-8LL=41PL=17PI=24
-#200=97%
TESTS
DESCRIPTION
Approx. Surface Elev.: 820 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-1-11
Boring Location: Latitude: 36.56851°, Longitude:-96.69942°
30
WATER LEVEL OBSERVATIONS, ft
27.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-1-11WD
LOG OF BORING NO. FR-2
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
4000*19
36/6" 50/1"
50/5"
50/3"
12
12
5
3
CL
CL
9
10
11
12
SS
PA
SS
PA
SS
PA
SS
11
13
14
14
LEAN CLAYwith gravel, brown and reddish-brown, verystiff
WEATHERED SHALE+gray and dark gray, soft
BOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
Driller: Allen SchenkelHelper: Joseph DaigneaultEngineer: Eric MarkoHammer Energy Transfer Ratio: 92.7%
33.5
39.5
48.2
786.5
780.5
772
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
35
40
45
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-1-11
30
WATER LEVEL OBSERVATIONS, ft
27.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-1-11WD
LOG OF BORING NO. FR-2
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
9000*
9000*
500*
15
14
3
0
50/3"
50/5"
16
22
18
24
13
8
13
2
4
100
108
CL
CL
CL
CL
CL
CL
CL
1
2
3
4
5
6
7
8
9
PA
SS
PA
ST
PA
SS
ST
PA
SS
PA
SS
ST
PA
SSPA
SSPA
16
14
13
15
26
26
18
6
16
4" TopsoilLEAN CLAYdark brown, very stiff
LEAN CLAYtrace sand, dark gray and brown, very stiff
SANDY LEAN CLAYdark brown and dark reddish-brown, soft tovery soft
(with gravel below 20 feet)
WEATHERED SHALE+trace limestone seams, gray and dark gray,soft
5
12
23.5
802
795
783.5
S-2LL=44PL=16PI=28
-#200=92%
S-4TXUU
c=4330psf
S-7LL=34PL=19PI=15
-#200=60%TXUU
c=360psf
TESTS
DESCRIPTION
Approx. Surface Elev.: 807 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-4-11
Boring Location: Latitude: 36.56071°, Longitude:-96.70144°
18
WATER LEVEL OBSERVATIONS, ft
16
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-4-11WD
LOG OF BORING NO. FR-3
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
50/5"410 SS 11WEATHERED SHALE+trace limestone seams, gray and dark gray,softBOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
Driller: Allen SchenkelHelper: Joseph DaigneaultEngineer: Eric MarkoHammer Energy Transfer Ratio: 92.7%
33.9 773
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-4-11
18
WATER LEVEL OBSERVATIONS, ft
16
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-4-11WD
LOG OF BORING NO. FR-3
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
2500*
11
6
3
1
17
22
18
22
18
22
18
18
27
12
8
105
102
105
CL
CLCH
CLCHCLCH
CLCH
CLCHCLCH
GC
GC
1
2
3
4
5
6
7
8
9
PA
SS
PA
ST
PA
SS
ST
PA
SS
PA
SS
ST
PA
SS
PA
SS
PA
19
20
26
25
27
27
27
18
16
4" TopsoilLEAN CLAYdark brown, stiff
LEAN TO FAT CLAYdark brown and dark reddish-brown, verystiff to very soft
CLAYEY GRAVELwith gravel, dark olive-brown and darkreddish-brown, medium dense
5
23.5
804
785.5
S-2LL=47PL=18PI=29
-#200=99%TXUU
c=3040psfS-4
TXUUc=850psf
S-7TXUU
c=390psf
S-9LL=24PL=15PI=9
-#200=22%
TESTS
DESCRIPTION
Approx. Surface Elev.: 809 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-1-11
Boring Location: Latitude: 36.55042°, Longitude:-96.70398°
13
WATER LEVEL OBSERVATIONS, ft
15.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-1-11WD
LOG OF BORING NO. FR-4
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
50/3"310 SS 15WEATHERED SHALE+trace limestone seams, darkreddish-brown, softBOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
Driller: Allen SchenkelHelper: Joseph DaigneaultEngineer: Eric MarkoHammer Energy Transfer Ratio: 92.7%
33.533.8
775.5775
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-1-11
13
WATER LEVEL OBSERVATIONS, ft
15.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-1-11WD
LOG OF BORING NO. FR-4
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
9000*
9000*
13
12
5
10
11
19
15
22
15
12
12
6
8
6
91
93
CLCH
CLCH
CLCHCLCH
SM
CL
CL
CL
1
2
3
4
5
6
7
8
PA
SS
HS
ST
HS
SS
ST
HS
SS
HS
SS
HS
SS
HS
SS
HS
16
17
18
16
20
6
13
8
4" TopsoilLEAN TO FAT CLAYdark brown and brown, soft to very stiff
SILTY SANDdark brown and brown, loose
LEAN CLAYwith gravel, grayish-brown, stiff
(with limestone fragments below 23.5 feet)
GRAVELLY LEAN CLAYdark brown and dark reddish-brown, verystiff
12
18.5
28.5
789
782.5
772.5
S-2LL=47PL=21PI=26
-#200=99%TXUU
c=460psfS-4
TXUUc=4670psf
S-5LL=NPPL=NPPI=NP
-#200=12%
TESTS
DESCRIPTION
Approx. Surface Elev.: 801 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-1-11
Boring Location: Latitude: 36.54055°, Longitude:-96.70670°
18
WATER LEVEL OBSERVATIONS, ft
16.5
16.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-1-11WD AB
LOG OF BORING NO. FR-5
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
50/3"19 SS 7WEATHERED SHALE+trace limestone seams, gray and dark gray,softBOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
Driller: Allen SchenkelHelper: Joseph DaigneaultEngineer: Eric MarkoHammer Energy Transfer Ratio: 92.7%
33.533.8
767.5767
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-1-11
18
WATER LEVEL OBSERVATIONS, ft
16.5
16.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-1-11WD AB
LOG OF BORING NO. FR-5
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
9000*
7500*
4000*
1000*
2000*
17
10
9
3
10
5
18
22
15
15
18
18
0
10
0
108
100
CL
CLCH
CLCHCLCH
CLCH
CL
CL
CL
CL
1
2
3
4
5
6
7
8
9
PA
SS
HS
ST
HS
SS
ST
HS
SS
HS
SS
ST
HS
SS
HS
SS
HS
16
19
23
24
25
25
11
6" TopsoilLEAN CLAYdark reddish-brown, very stiff
LEAN TO FAT CLAYdark reddish-brown and dark brown, stiff tovery stiff
LEAN CLAYwith sand, dark grayish-brown, soft
LEAN CLAYwith gravel, brown and dark gray, stiff tomedium stiff
5
15
23.5
799
789
780.5
S-2LL=46PL=16PI=30
-#200=98%TXUU
c=3230psfS-4
TXUUc=2560psf
TESTS
DESCRIPTION
Approx. Surface Elev.: 804 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-2-11
Boring Location: Latitude: 36.53871°, Longitude:-96.70684°
18
WATER LEVEL OBSERVATIONS, ft
19
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-2-11WD
LOG OF BORING NO. FR-6
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
29/6" 50/6"
1810 SS 10SHALEY LEAN CLAYgray, very stiffWEATHERED SHALE+gray, softBOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
Driller: Allen SchenkelHelper: Joseph DaigneaultEngineer: Eric MarkoHammer Energy Transfer Ratio: 92.7%
33
34.535
771
769.5769
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
35
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-2-11
18
WATER LEVEL OBSERVATIONS, ft
19
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-2-11WD
LOG OF BORING NO. FR-6
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
22
50/0"50/0"RQD90%
RQD94%
RQD57%
RQD96%
12
94%
94%
70%
98%
CL 1
234
5
6
7
PA
SS
PA
SSSSDB
DB
DB
DB
9
4" TopsoilSHALEY LEAN CLAYbrown, very stiff
LIMESTONE++gray, hardWEATHERED SHALE++brown, reddish-brown, and gray, soft tomoderately hard
WEATHERED SHALE++red and gray, soft
++Classification estimated from coresamples. Petrographic analysis may revealother rock types
BOTTOM OF BORING
Auger refusal at 6 feet
Driller: Shepard BakerHelper: Craig ChesterEngineer: Johnny ShanHammer Energy Transfer Ratio: 86.1%
5
6.5
10.5
25.1
822
820.5
816.5
802
TESTS
DESCRIPTION
Approx. Surface Elev.: 827 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 1
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-550X
WL
WL
WL
BORING COMPLETED
APPROVED BMW
SB
PROJECT
11-29-11
Boring Location: Latitude: 36.5291°, Longitude:-96.7094°
WATER LEVEL OBSERVATIONS, ft
5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
FOREMANRIG
11-29-11AB
LOG OF BORING NO. FR-7
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
9000*
13
22
50/1"RQD12%
RQD52%
RQD87%
RQD73%
RQD25%
6
18
192%
80%
100%
94%
85%
CH
CH
1
2
34
5
6
7
8
PA
SS
PA
SS
PA
SSDB
DB
DB
DB
DB
16
17
18
4" TopsoilFAT CLAYreddish-brown, very stiff
SHALEY FAT CLAYreddish-brown and brown, very stiff
Auger refusal at 8 feet
WEATHERED SHALE++red, reddish-brown, and gray, soft(5-inch limestone seam at 8.5 feet)
++Classification estimated from coresamples. Petrographic analysis may revealother rock types
(2-inch limestone seam at 18 feet)
(12-inch limestone seam at 19 feet)
BOTTOM OF BORINGDriller: Shepard BakerHelper: Craig ChesterEngineer: Johnny ShanHammer Energy Transfer Ratio: 86.1%
5
8.5
28.6
873
869.5
849.5
TESTS
DESCRIPTION
Approx. Surface Elev.: 878 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 1
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-550X
WL
WL
WL
BORING COMPLETED
APPROVED BMW
SB
PROJECT
11-29-11
Boring Location: Latitude: 36.5218°, Longitude:-96.7111°
WATER LEVEL OBSERVATIONS, ft
4
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-29-11AB
LOG OF BORING NO. FR-8
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
9000*
9000*
12/3"
56
26
50/5"
50/5"
50/3"
50/3"
4
16
14
11
11
3
3
CL
CL
CL
1
2
3
4
5
6
7
PA
SSPA
SS
PA
SS
PA
SSPA
SSPA
SSPA
SSPA
9
12
13
12
10
8
8
4" TopsoilLEAN CLAYwith sand, reddish-brownSHALEY LEAN CLAYwith sand and trace limestone seams,olive-brown and reddish-brown, very stiff
SHALEY LEAN CLAYdark olive-brown and dark gray, very stiff
WEATHERED SHALE+dark gray, soft
WEATHERED SHALE+with sandstone seams, gray, moderatelyhard
SANDSTONE+with shale seams, yellowish-brown,cemented
2
8.5
13.5
23.5
28.5
839
832.5
827.5
817.5
812.5
S-2LL=37PL=19PI=18
-#200=70%
TESTS
DESCRIPTION
Approx. Surface Elev.: 841 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-2-11
Boring Location: Latitude: 36.50699°, Longitude:-96.71459°
N/E
WATER LEVEL OBSERVATIONS, ft
45.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-2-11WD
LOG OF BORING NO. FR-9
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
50/6"
50/2"
50/1"
50/1"
6
2
1
1
8
9
10
11
SSPA
SSPA
SSPA
SS
8
13
10
9
SHALE+with sandstone seams, dark gray, soft
SHALE+with sandstone seams, dark gray and lightbrown, moderately hard
SANDSTONE+yellowish-brown to dark reddish-brown,well-cemented
BOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
Driller: Allen SchenkelHelper: Joseph DaigneaultEngineer: Eric MarkoHammer Energy Transfer Ratio: 92.7%
33.5
38.5
43.5
48.6
807.5
802.5
797.5
792.5
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
35
40
45
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-2-11
N/E
WATER LEVEL OBSERVATIONS, ft
45.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-2-11WD
LOG OF BORING NO. FR-9
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
2
5
4
12
3
1
16
14
13
12
15
6
0
14
CL
SPSM
SPSM
SM
SP
SP
SP
1
2
3
4
5
6
7
PA
SS
PA
SS
HS
SS
HS
SS
HS
SS
HS
SS
HS
SS
HS
16
4
5
7
12
12
6" TopsoilSANDY LEAN CLAYbrown and dark brown, soft
SANDwith silt, brown, loose
(with clay seams below 8.5 feet)
SILTY SANDbrown, medium dense
SANDbrown, very loose
SANDtrace clay seams, brown and dark brown,medium dense
5
13.5
18.5
28.5
795
786.5
781.5
771.5
S-2LL=NPPL=NPPI=NP
-#200=10%
S-5LL=NPPL=NPPI=NP
TESTS
DESCRIPTION
Approx. Surface Elev.: 800 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Cave-in at 15 feet AB
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-9-11
Boring Location: Latitude: 36.50327°, Longitude:-96.72225°
16
WATER LEVEL OBSERVATIONS, ft
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
FOREMANRIG
11-9-11WD
LOG OF BORING NO. FR-10
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
10
8
17
50/2"
12
10
12
2
SP
SP
SP
8
9
10
11
SS
HS
SS
HS
SS
HS
SS
11
9
8
7
SANDtrace clay seams, brown and dark brown,medium dense
SANDwith gravel, brown and dark brown, looseto medium dense
WEATHERED SHALE+dark gray, soft
BOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
Driller: Allen SchenkelHelper: Joseph DaigneaultEngineer: Eric MarkoHammer Energy Transfer Ratio: 92.7%
38.5
46
48.7
761.5
754
751.5
S-8LL=NPPL=NPPI=NP
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
35
40
45
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Cave-in at 15 feet AB
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-9-11
16
WATER LEVEL OBSERVATIONS, ft
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
FOREMANRIG
11-9-11WD
LOG OF BORING NO. FR-10
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
9000*36
50/4"
50/3"
50/2"
50/2"
50/2"
RQD88%
RQD75%
15
2
3
0
2
1
100%
95%
CH 1
2
3
4
5
6
7
8
PA
SS
PA
SSPA
SSRB
SSRB
SSRB
SS
DB
DB
12
4
9
16
20
CLAYEY SANDbrown
SHALEY FAT CLAYtrace sand, olive-brown and reddish-brown,very stiff
SANDSTONE+light grayish-brown to lightyellowish-brown, cemented
SANDSTONE++light grayish-brown to lightyellowish-brown, well-cemented
2
5
24.5
792
789
769.5Qu=2,090
psi
Qu=1,530psi
TESTS
DESCRIPTION
Approx. Surface Elev.: 794 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-10-11
Boring Location: Latitude: 36.50176°, Longitude:-96.72516°
9
WATER LEVEL OBSERVATIONS, ft
9.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-10-11WD
LOG OF BORING NO. FR-11
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
SANDSTONE++light grayish-brown to lightyellowish-brown, well-cementedBOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
++Classification estimated from coresamples. Petrographic analysis may revealother rock types
Driller: Allen SchenkelHelper: Joseph DaigneaultEngineer: Eric MarkoHammer Energy Transfer Ratio: 92.7%
34.5 759.5
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-10-11
9
WATER LEVEL OBSERVATIONS, ft
9.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-10-11WD
LOG OF BORING NO. FR-11
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
7000*
6000*
3000*
3500*
7500*
9000*
12
11
11
8
18
20
16
15
18
23
18
18
23
18
18
113
109
105
CL
CLCH
CH
CH
CH
CL
CL
CH
CH
1
2
3
4
5
6
7
8
9
PA
SS
PA
ST
PA
SS
ST
PA
SS
PA
SS
ST
PA
SS
PA
SS
PA
7
17
19
19
21
24
22
21
14
4" TopsoilLEAN CLAYdark brown and brown, stiff
LEAN TO FAT CLAYwith sand, grayish-brown, very stiff
FAT CLAYtrace sand, reddish-brown and gray, stiff tovery stiff
LEAN CLAYtrace sand, reddish-brown and gray, stiff
FAT CLAYgray and reddish-brown, very stiff
5
8.5
18.5
23.5
834
830.5
820.5
815.5
S-2LL=48PL=17PI=31
-#200=99%TXUU
c=8100psfS-4
TXUUc=2820psf
S-7LL=31PL=19PI=12
-#200=95%TXUU
c=1430psf
TESTS
DESCRIPTION
Approx. Surface Elev.: 839 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-2-11
Boring Location: Latitude: 36.49995°, Longitude:-96.72863°
33
WATER LEVEL OBSERVATIONS, ft
22
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-3-11WD
LOG OF BORING NO. FR-12
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
9000*
5
68
50/1"
50/3"
8
14
1
3
SC
CL
10
11
12
13
SS
PA
SS
RB
SSRB
SS
15
15
30
21
CLAYEY SANDwith gravel, brown, loose
SHALEY LEAN CLAYdark gray, very stiff
SANDSTONE+with shale seams, dark gray, cemented
BOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
Driller: Allen SchenkelHelper: Joseph DaigneaultEngineer: Eric MarkoHammer Energy Transfer Ratio: 92.7%
33.5
38.5
43.5
48.8
805.5
800.5
795.5
790
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
35
40
45
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-2-11
33
WATER LEVEL OBSERVATIONS, ft
22
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-3-11WD
LOG OF BORING NO. FR-12
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
9000*
9000*
9000*
9000*
9000*
9000*
14
15
16
20
28
19
16
14
18
14
18
18
18
18
15
96
100
103
CL
CL
CL
CL
CL
CH
CH
CH
CL
1
2
3
4
5
6
7
8
9
PA
SS
PA
ST
PA
SS
ST
PA
SS
PA
SS
ST
PA
SS
PA
SS
PA
15
14
14
16
14
19
19
18
8
6" TopsoilLEAN CLAYdark reddish-brown, very stiff
LEAN CLAYtrace sand, reddish-brown, very stiff
FAT CLAYdark reddish-brown and dark brown, verystiff
SANDY LEAN CLAYreddish-brown, very stiff
8.5
18.5
28.5
835.5
825.5
815.5
S-2LL=41PL=18PI=23
-#200=95%TXUU
c=6000psfS-4
TXUUc=3930psf
S-7LL=51PL=19PI=32
-#200=96%TXUU
c=5340psf
TESTS
DESCRIPTION
Approx. Surface Elev.: 844 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-3-11
Boring Location: Latitude: 36.49246°, Longitude:-96.73178°
34.5
WATER LEVEL OBSERVATIONS, ft
N/E
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-3-11WD
LOG OF BORING NO. FR-13
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
2312SP 10 SS 18SANDbrown, medium denseBOTTOM OF BORING
Driller: Allen SchenkelHelper: Joseph DaigneaultEngineer: Eric MarkoHammer Energy Transfer Ratio: 92.7%
33.5
35
810.5
809
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
35
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-850XR
WL
WL
WL
BORING COMPLETED
APPROVED BMW
AS
PROJECT
11-3-11
34.5
WATER LEVEL OBSERVATIONS, ft
N/E
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-3-11WD
LOG OF BORING NO. FR-13
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
8000*
8000*
9000*
23
24
49
45
50/2"
50/4"
50/4"
RQD87%
16
18
20
18
2
4
4
90%
CL
CL
CL
CLCH
1
2
3
4
5
6
7
8
WB
SS
WB
SS
WB
SS
WB
SS
WB
SSWB
SSWB
SSWBDB
16
14
19
17
23
19
16
4" TopsoilLEAN CLAYwith sandstone fragments, olive-brown andgray, very stiff
SHALEY LEAN CLAYwith sand, olive-brown and gray, very stiff
SHALEY LEAN TO FAT CLAYdark gray and dark olive-brown, very stiff
WEATHERED SHALE+trace sandstone seams, dark gray, soft
LIMESTONE++gray, hard
5
13.5
18.5
30
31
895
886.5
881.5
870
869
S-3LL=42PL=21PI=21
-#200=77%
TESTS
DESCRIPTION
Approx. Surface Elev.: 900 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
11-4-11
Boring Location: Latitude: 36.4787°, Longitude:-96.73826°
WATER LEVEL OBSERVATIONS, ft
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-4-11
LOG OF BORING NO. FR-14
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
SHALE++with limestone seams, gray, hard
BOTTOM OF BORING
Auger refusal at 30 feet
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
++Classification estimated from coresamples. Petrographic analysis may revealother rock types
Driller: Todd SimpsonHelper: David HydeEngineer: Johnny ShanHammer Energy Transfer Ratio: 84.8%
35 865 Qu=5,300psi
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
35
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
11-4-11WATER LEVEL OBSERVATIONS, ft
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-4-11
LOG OF BORING NO. FR-14
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
9000*
9000*
21
51
50/6"
50/6"
50/6"
50/3"
50/6"
16
18
10
8
4
1
6
CH
CL
CH
1
2
3
4
5
6
7
PA
SS
PA
SS
WB
SS
WB
SS
WB
SSWB
SSWB
SSWB
14
10
14
24
13
9
15
2" TopsoilFAT CLAYdark reddish-brown, very stiff
SHALEY LEAN CLAYwith sandstone fragments, darkreddish-brown and light brown, very stiff
WEATHERED SHALE+trace sandstone seams, darkreddish-brown and gray, soft
5
9
846
842
S-2LL=36PL=17PI=19
-#200=77%
TESTS
DESCRIPTION
Approx. Surface Elev.: 851 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-550X
WL
WL
WL
BORING COMPLETED
APPROVED BMW
SB
PROJECT
11-30-11
Boring Location: Latitude: 36.4652°, Longitude:-96.7445°
WATER LEVEL OBSERVATIONS, ft
22.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
FOREMANRIG
11-30-11AB
LOG OF BORING NO. FR-15
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
50/6"98 SS 17WEATHERED SHALE+dark gray, softBOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
Driller: Shepard BakerHelper: Craig ChesterEngineer: Johnny ShanHammer Energy Transfer Ratio: 86.1%
33.5
34.5
817.5
816.5
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-550X
WL
WL
WL
BORING COMPLETED
APPROVED BMW
SB
PROJECT
11-30-11WATER LEVEL OBSERVATIONS, ft
22.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
FOREMANRIG
11-30-11AB
LOG OF BORING NO. FR-15
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
6000*
6000*
3000*
9
10
14
6
0
50/4"
50/3"
16
16
18
18
18
10
9
CL
CL
CL
CL
CLML
1
2
3
4
5
6
7
PA
SS
PA
SS
PA
SS
PA
SS
PA
SS
PA
SSPA
SSPA
16
10
16
24
31
13
11
3" TopsoilLEAN CLAYwith sand, dark brown and brown, stiff
LEAN CLAYbrown, very stiff
LEAN CLAYwith sand, grayish-brown, medium stiff
SILTY CLAYdark brown, very soft
WEATHERED SHALE+dark reddish-brown and gray, soft
8.5
12
16
24
799.5
796
792
784
S-2LL=28PL=17PI=11
-#200=76%
S-4LL=35PL=16PI=19
-#200=77%
TESTS
DESCRIPTION
Approx. Surface Elev.: 808 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
11-2-11
Boring Location: Latitude: 36.44757°, Longitude:-96.75249°
WATER LEVEL OBSERVATIONS, ft
12
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-2-11
LOG OF BORING NO. FR-16
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
50/4"8 SS 11WEATHERED SHALE+dark reddish-brown and gray, soft
BOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
Driller: Todd SimpsonHelper: David HydeEngineer: Johnny ShanHammer Energy Transfer Ratio: 84.8%
34.3 773.5
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
11-2-11WATER LEVEL OBSERVATIONS, ft
12
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-2-11
LOG OF BORING NO. FR-16
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
50/1"50/1"RQD26%
RQD100%
RQD85%
RQD55%
RQD24%
51
100%
100%
100%
88%
100%
CL 123
4
5
6
7
PA
SSSSDB
DB
DB
DB
DB
20
10
4" TopsoilLEAN CLAYwith limestone fragments, dark brown andgray, very stiffLIMESTONE++gray, hardWEATHERED SHALE++yellowish-brown and gray, soft
SHALE++yellowish-brown and gray, soft
SANDSTONE++with shale seams, yellowish-brown,well-cementedLIMESTONE++with shale seams, gray, hard
SHALE++with limestone seams, moderately hard tohard
BOTTOM OF BORING
++Classification estimated from coresamples. Petrographic analysis may revealother rock types
Driller: Shepard BakerHelper: Craig ChesterEngineer: Johnny ShanHammer Energy Transfer Ratio: 86.1%
2.5
4.5
11
16
18
20.5
23.5
906.5
904.5
898
893
891
888.5
885.5
Qu=2,890psi
Qu=120psi
Qu=3,690psi
TESTS
DESCRIPTION
Approx. Surface Elev.: 909 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 1
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-550X
WL
WL
WL
BORING COMPLETED
APPROVED BMW
SB
PROJECT
11-30-11
Boring Location: Latitude: 36.4354°, Longitude:-96.7581°
WATER LEVEL OBSERVATIONS, ft
10.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
FOREMANRIG
11-30-11AB
LOG OF BORING NO. FR-17
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
2500*
9000*
6
7
81
RQD96%
RQD61%
RQD52%
18
18
18
96%
77%
100%
CH
CLCH
CL
1
2
3
4
5
6
WB
SS
WB
SS
WB
SS
WB
DB
DB
DB
28
26
15
4" TopsoilFAT CLAYbrown, medium stiff
LEAN TO FAT CLAYwith sand, grayish-brown, stiff
SHALEY LEAN CLAYdark reddish-brown and dark gray, verystiff
LIMESTONE++trace thin shale seams, gray, hard
SHALE++trace limestone seams, gray, moderatelyhard to hard
(9-inch limestone seam at 22.5 feet)
++Classification estimated from coresamples. Petrographic analysis may revealother rock types
BOTTOM OF BORINGAuger refusal at 13 feetDriller: Todd SimpsonHelper: David HydeEngineer: Johnny ShanHammer Energy Transfer Ratio: 84.8%
5
8.5
13
16
28
917
913.5
909
906
894
S-2LL=47PL=22PI=25
-#200=85%
Qu=9,450psi
Qu=550psi
Qu=8,130psi
TESTS
DESCRIPTION
Approx. Surface Elev.: 922 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 1
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
11-3-11
Boring Location: Latitude: 36.4217°, Longitude:-96.7643°
WATER LEVEL OBSERVATIONS, ft
11.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-3-11
LOG OF BORING NO. FR-18
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
55
50/6"
40
RQD45%
RQD95%
RQD88%
RQD28%
18
10
18
98%
100%
98%
100%
CH
CH
CH
1
2
3
4
5
6
7
PA
SS
PA
SSPA
SS
PA
DB
DB
DB
DB
11
6
14
4" TopsoilSHALEY FAT CLAYwith sandstone seams, olive-brown andreddihs-brown, very stiff
LIMESTONE++white and gray, hardWEATHERED SHALE+redddish-brown, red, and gray, soft
SHALE++gray, hard
++Classification estimated from coresamples. Petrographic analysis may revealother rock types
BOTTOM OF BORING
Auger refusal at 11.5 feet
Driller: Shepard BakerHelper: Craig ChesterEngineer: Johnny ShanHammer Energy Transfer Ratio: 86.1%
11.512.3
18
25.5
1010.51009.5
1004
996.5
TESTS
DESCRIPTION
Approx. Surface Elev.: 1022 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 1
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-550X
WL
WL
WL
BORING COMPLETED
APPROVED BMW
SB
PROJECT
11-30-11
Boring Location: Latitude: 36.4058°, Longitude:-96.7716°
WATER LEVEL OBSERVATIONS, ft
7
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
FOREMANRIG
11-30-11AB
LOG OF BORING NO. FR-19
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
5000*
9000*
9000*
9000*
6
8
38
28
53
RQD90%
RQD95%
20
20
20
20
18
99%
95%
CH
CH
CH
CH
CL
1
2
3
4
5
6
7
WB
SS
WB
SS
WB
SS
WB
SS
WB
SS
WB
DB
DB
22
25
17
19
14
4" TopsoilFAT CLAYolive-brown and very dark reddish-brown,medium stiff
FAT CLAYdark reddish-brown and gray, stiff
SHALEY FAT CLAYdark reddish-brown and gray, very stiff
SHALEY LEAN CLAYdark olive-brown and dark reddish-brown,very stiff
LIMESTONE++gray, hard
SHALE++with limestone seams, gray, moderatelyhard to hard
LIMESTONE++with thin shale seams, gray, hard
5
8.5
18.5
23.5
25.8
29
932
928.5
918.5
913.5
911
908
S-2LL=58PL=21PI=37
-#200=95%
Qu=1,120psi
Qu=12,600psi
TESTS
DESCRIPTION
Approx. Surface Elev.: 937 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
11-2-11
Boring Location: Latitude: 36.39097°, Longitude:-96.77839°
WATER LEVEL OBSERVATIONS, ft
9.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-2-11
LOG OF BORING NO. FR-20
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
LIMESTONE++with thin shale seams, gray, hardBOTTOM OF BORING
Auger refusal at 23.5 feet
++Classification estimated from coresamples. Petrographic analysis may revealother rock types.
Driller: Todd SimpsonHelper: David HydeEngineer: Johnny ShanHammer Energy Transfer Ratio: 84.8%
33.5 903.5
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
11-2-11WATER LEVEL OBSERVATIONS, ft
9.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-2-11
LOG OF BORING NO. FR-20
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
9000*
50/1"
12
36/6" 50/5"
50/2"
80
37/6" 50/4"
36/6" 50/5"
5
10
18
0
10
20
20
CLCH
CLCH
CH
1
2
3
4
5
6
7
PA
SSPA
SS
PA
SS
PA
SSPA
SS
PA
SS
PA
SS
PA
4
13
18
20
20
19
4" TopsoilLEAN TO FAT CLAYwith sandstone seams, dark reddish-brownand olive-brown, stiff to very stiff
SHALEY FAT CLAYolive-brown and yellowish-brown, very stiffHIGHLY WEATHERED SHALE+with sandstone seams, olive-brown andyellowish-brown, soft
HIGHLY WEATHERED SHALE+dark gray, soft
8
9.5
18.5
957
955.5
946.5
TESTS
DESCRIPTION
Approx. Surface Elev.: 965 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
11-3-11
Boring Location: Latitude: 36.3767°, Longitude:-96.7849°
WATER LEVEL OBSERVATIONS, ft
10
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-3-11
LOG OF BORING NO. FR-21
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
50/6"38 SS 18HIGHLY WEATHERED SHALE+dark gray, softBOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
Driller: Todd SimpsonHelper: David HydeEngineer: Johnny ShanHammer Energy Transfer Ratio: 84.8%
34 931
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
11-3-11WATER LEVEL OBSERVATIONS, ft
10
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-3-11
LOG OF BORING NO. FR-21
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
8000*
5000*
9000*
9000*
26
6
12
48
56
50/4"
50/3"
RQD55%
18
18
18
18
18
15
2
85%
CLCH
CLCH
CH
CLCH
CLCH
1
2
3
4
5
6
7
8
WB
SS
WB
SS
WB
SS
WB
SS
WB
SS
WB
SSWB
SSRB
DB
17
22
19
19
19
15
30
4" TopsoilLEAN TO FAT CLAYdark reddish-brown and dark brown, verystiff
LEAN TO FAT CLAYwith sand, brown, medium stiff
FAT CLAYolive-brown and yellowish-brown, stiff
SHALEY LEAN TO FAT CLAYdark olive-brown and dark gray, very stiff
WEATHERED SHALE+dark gray, soft
LIMESTONE++with shale seams, gray, hard
3.5
8.5
13.5
22
31
908.5
903.5
898.5
890
881
S-2LL=48PL=24PI=24
-#200=84%
S-4LL=48PL=24PI=24
-#200=95%
TESTS
DESCRIPTION
Approx. Surface Elev.: 912 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
11-1-11
Boring Location: Latitude: 36.36204°, Longitude:-96.79161°
WATER LEVEL OBSERVATIONS, ft
14
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-1-11
LOG OF BORING NO. FR-22
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
SHALE++with limestone seams, gray, moderatelyhardBOTTOM OF BORING
Auger refusal at 31 feet
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
++Classification estimated from coresamples. Petrographic analysis may revealother rock types
Driller: Todd SimpsonHelper: David HydeEngineer: Johnny ShanHammer Energy Transfer Ratio: 84.8%
33
35
879
877
Qu=2,610psi
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
35
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
11-1-11WATER LEVEL OBSERVATIONS, ft
14
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-1-11
LOG OF BORING NO. FR-22
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
4000*17
12
12
26
3
38
62
18
20
10
18
10
10
18
CH
CH
CL
SM
SM
SP
SP
1
2
3
4
5
6
7
HS
SS
HS
SS
HS
SS
HS
SS
HS
SS
HS
SS
HS
SS
HS
14
16
15
13
16
4" TopsoilFAT CLAYbrown and reddish-brown, stiff to very stiff
LEAN CLAYtrace sand, brown, stiff
SILTY SANDred, medium dense to very loose
(very loose below 18.5 feet)
SANDwith clay seams and gravel, reddish-brown,dense to very dense
8.5
13.5
23.5
827.5
822.5
812.5
S-2LL=55PL=16PI=39
-#200=91%
S-4-#200=32%
TESTS
DESCRIPTION
Approx. Surface Elev.: 836 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
10-31-11
Boring Location: Latitude: 36.34982°, Longitude:-96.79714°
14.5
WATER LEVEL OBSERVATIONS, ft
13.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-1-11WD
LOG OF BORING NO. FR-23
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
RQD45%
RQD35%
95%
92%
8
9
DB
DB
LIMESTONE++gray, hardSHALE++with limestone seams, moderately hard tohard(7-inch limestone seam at 36 feet)
(1.5-inch limestone seams at 39.5 feet)SANDSTONE++gray, well-cemented
BOTTOM OF BORING
++Classification estimated from coresamples. Petrographic analysis may revealother rock types
Driller: Todd SimpsonHelper: David HydeEngineer: Johnny ShanHammer Energy Transfer Ratio: 84.8%
33
34.2
40
43
803
802
796
793
Qu=5,660psi
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
35
40
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
10-31-11
14.5
WATER LEVEL OBSERVATIONS, ft
13.5
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
11-1-11WD
LOG OF BORING NO. FR-23
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
9000*
9000*
2000*
15
14
6
1
0
1
9
11
17
13
20
18
18
6
18
105
CL
CL
CL
CL
CLML
CLML
CLML
SP
1
2
3
4
5
6
7
8
PA
SS
HS
SS
HS
SS
ST
SS
HS
SS
HS
SS
HS
SS
HS
14
16
20
22
26
31
23
15
4" TopsoilLEAN CLAYtrace sand, reddish-brown and brown, verystiff
LEAN CLAYtrace sand, reddish-brown, medium stiff tostiff
SILTY CLAYreddish-brown and dark brown, very soft
(with sand below 23.5 feet)
SANDdark reddish-brown, loose
6.5
13
28.5
829.5
823
807.5
S-4LL=38PL=15PI=23
-#200=95%TXUU
c=1130psf
S-8LL=NPPL=NPPI=NP
TESTS
DESCRIPTION
Approx. Surface Elev.: 836 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
10-31-11
Boring Location: Latitude: 36.34982°, Longitude:-96.79903°
19
WATER LEVEL OBSERVATIONS, ft
12
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
10-31-11WD
LOG OF BORING NO. FR-24
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
8000*
47
14
50/2"
50/2"
10
14
5
3
SP
CH
9
10
11
12
SS
HS
SS
HS
SSRB
SS
19
17
12
12
SANDwith gravel, dark reddish-brown, dense
FAT CLAYdark reddish-brown and gray, very stiff
SHALE+with limestone seams, dark gray, soft
SANDSTONE+gray, cementedBOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
Driller: Todd SimpsonHelper: David HydeEngineer: Johnny ShanHammer Energy Transfer Ratio: 84.8%
33.5
38.5
42.5
48.548.7
802.5
797.5
793.5
787.5787.5
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
35
40
45
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
CME-750
WL
WL
WL
BORING COMPLETED
APPROVED BMW
TS
PROJECT
10-31-11
19
WATER LEVEL OBSERVATIONS, ft
12
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
*Hand Penetrometer
FOREMANRIG
10-31-11WD
LOG OF BORING NO. FR-24
24hrs AB
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
22
5/6" 17/6"
50/6"
50/3"
50/5"
50/1"RQD42%
RQD97%
12
18
18
6
3
79%
100%
108
CL
CL
CL
1
2
3
4
5
6
78
9
PA
SS
PA
ST
PA
SS
PA
SSPA
SSPA
SSPA
SSDB
DB
10
13
15
7
8
3" TopsoilLEAN CLAYdark brownLEAN CLAYtrace sand, reddish-brown and gray, verystiff
WEATHERED SHALE+with sandstone seams, light brown, soft
SHALE+gray, soft
(4-inch limestone seam at 27.5 feet)SHALE++gray, soft
2
13.5
23.5
27.5
851
839.5
829.5
825.5
S-2LL=36PL=14PI=22
-#200=90%TXUU
c=7380psf
TESTS
DESCRIPTION
Approx. Surface Elev.: 853 ft UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
5
10
15
20
25
30
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Continued Next Page
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
D-50
WL
WL
WL
BORING COMPLETED
APPROVED BMW
JT
PROJECT
12-9-11
Boring Location: Latitude: 36.35428°, Longitude:-96.79580°
18.5
WATER LEVEL OBSERVATIONS, ft
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
FOREMANRIG
12-9-11WD
LOG OF BORING NO. FR-25
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
RQD0%
RQD92%RQD88%
100%92%100%
101112
DBDBDB
LIMESTONE++with shale seams, gray, hard
SHALE++gray, soft to moderately hard
BOTTOM OF BORING
+Classification estimated from disturbedsamples. Core samples and petrographicanalysis may reveal other rock types.
++Classification estimated from coresamples. Petrographic analysis may revealother rock types
Driller: Jason TousleyHelper: Jack HuntEngineer: Zachary ThompsonHammer Energy Transfer Ratio: 87.5%
33
37
39
820
816
814
Qu=6,860psi
TESTS
DESCRIPTION
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N,
psf
35
DE
PT
H,
ft.
RE
CO
VE
RY
, in
.
DR
Y U
NIT
WT
pcf
SAMPLES
US
CS
SY
MB
OL
WA
TE
RC
ON
TE
NT
, %
TY
PE
NU
MB
ER
SP
T-N
BLO
WS
/ f
t.
GR
AP
HIC
LO
G
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Between Pawnee and FairfaxOsage and Pawnee Counties, Oklahoma Feeder 39 Rebuild
The stratification lines represent the approximate boundary lines
SITE
BORING STARTED
D-50
WL
WL
WL
BORING COMPLETED
APPROVED BMW
JT
PROJECT
12-9-11
18.5
WATER LEVEL OBSERVATIONS, ft
04115209
Burns & McDonnell Engineering CompanyCLIENT
JOB #
FOREMANRIG
12-9-11WD
LOG OF BORING NO. FR-25
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J 2
011
TU
LSA
.GD
T
1/13
/12
CHECKED BY:
SCALE:APPVD. BY:DRAWN BY:
DATE:
SHEET NO.:
JOB NO.
OF
BY DESCRIPTIONDATEREV.
ACAD NO.10930 East 56th Street Tulsa, Oklahoma 74146FAX. (918) 250-4570PH. (918) 250-0461
Consulting Engineers and Scientists
BETWEEN PAWNEE AND FAIRFAX
EXHIBIT 5
0411520904115209JANUARY 2012NOT TO SCALEBMWDCXC
71OKLAHOMAOSAGE AND PAWNEE COUNTIES
SUBSURFACE PROFILE
FEEDER 39 REBUILDGEOTECHNICAL EXPLORATIONLEGEND
WD
AB
24 HOUR WATER LEVEL
CHECKED BY:
SCALE:APPVD. BY:DRAWN BY:
DATE:
SHEET NO.:
JOB NO.
OF
BY DESCRIPTIONDATEREV.
ACAD NO.10930 East 56th Street Tulsa, Oklahoma 74146FAX. (918) 250-4570PH. (918) 250-0461
Consulting Engineers and Scientists
BETWEEN PAWNEE AND FAIRFAX
EXHIBIT 5
0411520904115209JANUARY 2012NOT TO SCALEBMWDCXC
72OKLAHOMAOSAGE AND PAWNEE COUNTIES
SUBSURFACE PROFILE
FEEDER 39 REBUILDGEOTECHNICAL EXPLORATIONLEGEND
WD
AB
24 HOUR WATER LEVEL
CHECKED BY:
SCALE:APPVD. BY:DRAWN BY:
DATE:
SHEET NO.:
JOB NO.
OF
BY DESCRIPTIONDATEREV.
ACAD NO.10930 East 56th Street Tulsa, Oklahoma 74146FAX. (918) 250-4570PH. (918) 250-0461
Consulting Engineers and Scientists
BETWEEN PAWNEE AND FAIRFAX
EXHIBIT 5
0411520904115209JANUARY 2012NOT TO SCALEBMWDCXC
73OKLAHOMAOSAGE AND PAWNEE COUNTIES
SUBSURFACE PROFILE
FEEDER 39 REBUILDGEOTECHNICAL EXPLORATIONLEGEND
WD
AB
24 HOUR WATER LEVEL
CHECKED BY:
SCALE:APPVD. BY:DRAWN BY:
DATE:
SHEET NO.:
JOB NO.
OF
BY DESCRIPTIONDATEREV.
ACAD NO.10930 East 56th Street Tulsa, Oklahoma 74146FAX. (918) 250-4570PH. (918) 250-0461
Consulting Engineers and Scientists
BETWEEN PAWNEE AND FAIRFAX
EXHIBIT 5
0411520904115209JANUARY 2012NOT TO SCALEBMWDCXC
74OKLAHOMAOSAGE AND PAWNEE COUNTIES
SUBSURFACE PROFILE
FEEDER 39 REBUILDGEOTECHNICAL EXPLORATIONLEGEND
WD
AB
24 HOUR WATER LEVEL
CHECKED BY:
SCALE:APPVD. BY:DRAWN BY:
DATE:
SHEET NO.:
JOB NO.
OF
BY DESCRIPTIONDATEREV.
ACAD NO.10930 East 56th Street Tulsa, Oklahoma 74146FAX. (918) 250-4570PH. (918) 250-0461
Consulting Engineers and Scientists
BETWEEN PAWNEE AND FAIRFAX
EXHIBIT 5
0411520904115209JANUARY 2012NOT TO SCALEBMWDCXC
75OKLAHOMAOSAGE AND PAWNEE COUNTIES
SUBSURFACE PROFILE
FEEDER 39 REBUILDGEOTECHNICAL EXPLORATIONLEGEND
WD
AB
24 HOUR WATER LEVEL
CHECKED BY:
SCALE:APPVD. BY:DRAWN BY:
DATE:
SHEET NO.:
JOB NO.
OF
BY DESCRIPTIONDATEREV.
ACAD NO.10930 East 56th Street Tulsa, Oklahoma 74146FAX. (918) 250-4570PH. (918) 250-0461
Consulting Engineers and Scientists
BETWEEN PAWNEE AND FAIRFAX
EXHIBIT 5
0411520904115209JANUARY 2012NOT TO SCALEBMWDCXC
76OKLAHOMAOSAGE AND PAWNEE COUNTIES
SUBSURFACE PROFILE
FEEDER 39 REBUILDGEOTECHNICAL EXPLORATIONLEGEND
WD
AB
24 HOUR WATER LEVEL
CHECKED BY:
SCALE:APPVD. BY:DRAWN BY:
DATE:
SHEET NO.:
JOB NO.
OF
BY DESCRIPTIONDATEREV.
ACAD NO.10930 East 56th Street Tulsa, Oklahoma 74146FAX. (918) 250-4570PH. (918) 250-0461
Consulting Engineers and Scientists
BETWEEN PAWNEE AND FAIRFAX
EXHIBIT 5
0411520904115209JANUARY 2012NOT TO SCALEBMWDCXC
77OKLAHOMAOSAGE AND PAWNEE COUNTIES
SUBSURFACE PROFILE
FEEDER 39 REBUILDGEOTECHNICAL EXPLORATIONLEGEND
WD
AB
24 HOUR WATER LEVEL
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.1 Rock cores between depths of 22.5 and 30.3 feet of boring FR-1
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.2 Rock cores between depths of 6.1 and 15.1 feet of boring FR-7
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.3 Rock cores between depths of 15.1 and 25.1 feet of boring FR-7
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.4 Rock cores between depths of 8.6 and 15.6 feet of boring FR-8
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.5 Rock cores between depths of 15.6 and 20.6 feet of boring FR-8
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.6 Rock cores between depths of 20.6 and 28.6 feet of boring FR-8
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.7 Rock cores between depths of 24.5 and 34.5 feet of boring FR-11
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.8 Rock cores between depths of 30 and 35 feet of boring FR-14
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.9 Rock cores between depths of 3.5 and 10.5 feet of boring FR-17
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.10 Rock cores between depths of 10.5 and 20.5 feet of boring FR-17
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.11 Rock cores between depths of 20.5 and 23.5 feet of boring FR-17
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.12 Rock cores between depths of 13 and 23 feet of boring FR-18
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.13 Rock cores between depths of 23 and 28 feet of boring FR-18
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.14 Rock cores between depths of 11.5 and 19 feet of boring FR-19
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.15 Rock cores between depths of 19 and 25.5 feet of boring FR-19
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.16 Rock cores between depths of 23.5 and 28.5 feet of boring FR-20
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.17 Rock cores between depths of 28.5 and 33.5 feet of boring FR-20
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.18 Rock cores between depths of 31 and 35 feet of boring FR-22
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.19 Rock cores between depths of 33 and 43 feet of boring FR-23
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.20 Rock cores between depths of 27.5 and 37 feet of boring FR-25
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
Photo B.21 Rock cores between depths of 37 and 39 feet of boring FR-25
APPENDIX C
LABORATORY TESTING
Geotechnical Engineering Report Feeder 39 Rebuild ■ Osage and Pawnee Counties, Oklahoma January 18, 2012 ■ Terracon Project No. 04115209
C-1
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 D. Bedrock materials were
classified according to the General Notes and were described using commonly accepted
geotechnical terminology. The field descriptions were modified as necessary and an applicable
laboratory testing program was formulated to determine engineering properties of the
subsurface materials.
Laboratory tests were conducted on selected soil and rock samples. The laboratory test results
are presented on the boring log next to the respective samples and data sheets included in
Appendix C. Laboratory tests were performed in general accordance with the applicable ASTM,
local or other accepted standards.
Selected soil and rock samples obtained from the site were tested for the following engineering
properties:
In-situ Water Content
Atterberg Limits
Percent Passing a No. 200 Sieve
Unconsolidated Undrained Triaxial Compressive
Strength
Unconfined Compressive Strength using a Hand
Penetrometer
Unconfined Compressive Strength on Rock Cores
pH
Chloride Content
Water Soluble Sulfate Content
Electrical Resistivity
Redox Potential
Sulfides
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 21.8
DRY DENSITY, pcf 98.9
SATURATION, % 83
VOID RATIO 0.71
WATER CONTENT, % AFTER SHEAR 21.7
MINOR PRINCIPAL STRESS, psi 5.1
10.0
DEVIATOR STRESS AT % STRAIN, psi 20.8
STRAIN AT PEAK DEVIATOR STRESS, % 13.3
DEVIATOR STRESS AT 15% STRAIN, psi 21.0
INITIAL DIAMETER, inch 2.821
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.846
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL 46 PL 19 PI 27 Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-1
SAMPLE #: 2; A
DEPTH, feet: 5.0 - 6.8
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR1-2-5.0.xlsx]REPORT
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN TO FAT CLAY, DARK BROWN AND BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
INIT
IAL
A
0
5
10
15
20
25
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 15.9
DRY DENSITY, pcf 116.9
SATURATION, % 97
VOID RATIO 0.44
WATER CONTENT, % AFTER SHEAR 17.0
MINOR PRINCIPAL STRESS, psi 10.2
10.0
DEVIATOR STRESS AT % STRAIN, psi 30.5
STRAIN AT PEAK DEVIATOR STRESS, % 13.5
DEVIATOR STRESS AT 15% STRAIN, psi 30.7
INITIAL DIAMETER, inch 2.875
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.869
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL PL PI Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-1
SAMPLE #: 4; A
DEPTH, feet: 10.0 - 12.0
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR1-4-10.0.xlsx]REPORT
INIT
IAL
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN TO FAT CLAY, REDDISH BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
A
0
5
10
15
20
25
30
35
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 14.7
DRY DENSITY, pcf 111.4
SATURATION, % 77
VOID RATIO 0.51
WATER CONTENT, % AFTER SHEAR 14.4
MINOR PRINCIPAL STRESS, psi 5.2
3.2
DEVIATOR STRESS AT % STRAIN, psi 73.3
STRAIN AT PEAK DEVIATOR STRESS, % 3.2
DEVIATOR STRESS AT 15% STRAIN, psi 63.0
INITIAL DIAMETER, inch 2.840
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.691
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL 42 PL 16 PI 26 Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-2
SAMPLE #: 2; A
DEPTH, feet: 5.0 - 6.5
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR2-2-5.0.xlsx]REPORT
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN CLAY, REDDISH BROWN AND BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
INIT
IAL
A
0
10
20
30
40
50
60
70
80
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
10
20
30
40
50
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 20.9
DRY DENSITY, pcf 109.4
SATURATION, % 105
VOID RATIO 0.54
WATER CONTENT, % AFTER SHEAR 21.3
MINOR PRINCIPAL STRESS, psi 15.2
10.0
DEVIATOR STRESS AT % STRAIN, psi 51.3
STRAIN AT PEAK DEVIATOR STRESS, % 13.1
DEVIATOR STRESS AT 15% STRAIN, psi 50.8
INITIAL DIAMETER, inch 2.815
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.863
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL PL PI Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-2
SAMPLE #: 6; A
DEPTH, feet: 20.0 - 22.0
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR2-6-20.0.xlsx]REPORT
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
FAT CLAY, DARK REDDISH BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
INIT
IAL
A
0
10
20
30
40
50
60
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 14.5
DRY DENSITY, pcf 99.7
SATURATION, % 57
VOID RATIO 0.69
WATER CONTENT, % AFTER SHEAR 15.8
MINOR PRINCIPAL STRESS, psi 10.2
5.8
DEVIATOR STRESS AT % STRAIN, psi 60.1
STRAIN AT PEAK DEVIATOR STRESS, % 5.8
DEVIATOR STRESS AT 15% STRAIN, psi 52.6
INITIAL DIAMETER, inch 2.840
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.865
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL PL PI Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-3
SAMPLE #: 4; A
DEPTH, feet: 10.0 - 12.0
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR3-4-10.0.xlsx]REPORT
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN CLAY, DARK GRAY AND BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
INIT
IAL
A
0
10
20
30
40
50
60
70
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 17.9
DRY DENSITY, pcf 108.0
SATURATION, % 86
VOID RATIO 0.56
WATER CONTENT, % AFTER SHEAR 26.7
MINOR PRINCIPAL STRESS, psi 15.0
10.0
DEVIATOR STRESS AT % STRAIN, psi 5.0
STRAIN AT PEAK DEVIATOR STRESS, % 15.0
DEVIATOR STRESS AT 15% STRAIN, psi 5.2
INITIAL DIAMETER, inch 2.827
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.821
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL 34 PL 19 PI 15 Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-3
SAMPLE #: 7; A
DEPTH, feet: 20.0 - 22.0
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR3-7-20.0.xlsx]REPORT
INIT
IAL
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
SANDY LEAN CLAY, DARK BROWN AND DARK REDDISH-BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
A
0
1
2
3
4
5
6
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 19.5
DRY DENSITY, pcf 104.6
SATURATION, % 86
VOID RATIO 0.61
WATER CONTENT, % AFTER SHEAR 21.3
MINOR PRINCIPAL STRESS, psi 5.1
5.1
DEVIATOR STRESS AT % STRAIN, psi 42.2
STRAIN AT PEAK DEVIATOR STRESS, % 5.1
DEVIATOR STRESS AT 15% STRAIN, psi 32.2
INITIAL DIAMETER, inch 2.875
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.852
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL 47 PL 18 PI 29 Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-4
SAMPLE #: 2; A
DEPTH, feet: 5.0 - 6.5
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR4-2-5.0.xlsx]REPORT
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN TO FAT CLAY, DARK BROWN AND DARK REDDISH BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
INIT
IAL
A
0
5
10
15
20
25
30
35
40
45
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 24.6
DRY DENSITY, pcf 102.3
SATURATION, % 103
VOID RATIO 0.65
WATER CONTENT, % AFTER SHEAR 24.6
MINOR PRINCIPAL STRESS, psi 10.3
10.0
DEVIATOR STRESS AT % STRAIN, psi 11.8
STRAIN AT PEAK DEVIATOR STRESS, % 13.1
DEVIATOR STRESS AT 15% STRAIN, psi 11.9
INITIAL DIAMETER, inch 2.842
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.811
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL PL PI Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-4
SAMPLE #: 4; A
DEPTH, feet: 10.0 - 11.5
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR4-4-10.0.xlsx]REPORT
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN TO FAT CLAY, DARK BROWN AND DARK REDDISH BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
INIT
IAL
A
0
2
4
6
8
10
12
14
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 26.6
DRY DENSITY, pcf 104.8
SATURATION, % 118
VOID RATIO 0.61
WATER CONTENT, % AFTER SHEAR 25.2
MINOR PRINCIPAL STRESS, psi 15.1
10.0
DEVIATOR STRESS AT % STRAIN, psi 5.4
STRAIN AT PEAK DEVIATOR STRESS, % 14.9
DEVIATOR STRESS AT 15% STRAIN, psi 5.6
INITIAL DIAMETER, inch 2.766
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.791
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL PL PI Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-4
SAMPLE #: 7; A
DEPTH, feet: 20.0 - 22.0
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR4-7-20.0.xlsx]REPORT
INIT
IAL
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN TO FAT CLAY, DARK BROWN AND DARK REDDISH BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
A
0
1
2
3
4
5
6
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 17.1
DRY DENSITY, pcf 90.8
SATURATION, % 54
VOID RATIO 0.86
WATER CONTENT, % AFTER SHEAR 26.8
MINOR PRINCIPAL STRESS, psi 5.1
0.8
DEVIATOR STRESS AT % STRAIN, psi 6.4
STRAIN AT PEAK DEVIATOR STRESS, % 0.8
DEVIATOR STRESS AT 15% STRAIN, psi 2.0
INITIAL DIAMETER, inch 2.820
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.361
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL 47 PL 21 PI 26 Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-5
SAMPLE #: 2; A
DEPTH, feet: 5.0 - 6.5
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR5-2-5.0.xlsx]REPORT
INIT
IAL
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN TO FAT CLAY, DARK BROWN AND BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
41115209
FEEDER 39 REBUILD
A
0
1
2
3
4
5
6
7
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 16.4
DRY DENSITY, pcf 93.2
SATURATION, % 55
VOID RATIO 0.81
WATER CONTENT, % AFTER SHEAR 16.7
MINOR PRINCIPAL STRESS, psi 10.0
2.5
DEVIATOR STRESS AT % STRAIN, psi 64.8
STRAIN AT PEAK DEVIATOR STRESS, % 2.5
DEVIATOR STRESS AT 15% STRAIN, psi 58.7
INITIAL DIAMETER, inch 2.852
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.857
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL PL PI Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-5
SAMPLE #: 4; A
DEPTH, feet: 10.0 - 12.0
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR5-4-10.0.xlsx]REPORT
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN TO FAT CLAY, DARK BROWN AND BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
INIT
IAL
A
0
10
20
30
40
50
60
70
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 19.3
DRY DENSITY, pcf 107.5
SATURATION, % 92
VOID RATIO 0.57
WATER CONTENT, % AFTER SHEAR 18.6
MINOR PRINCIPAL STRESS, psi 5.0
10.0
DEVIATOR STRESS AT % STRAIN, psi 44.8
STRAIN AT PEAK DEVIATOR STRESS, % 12.7
DEVIATOR STRESS AT 15% STRAIN, psi 44.8
INITIAL DIAMETER, inch 2.868
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.879
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL 46 PL 16 PI 30 Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-6
SAMPLE #: 2; A
DEPTH, feet: 5.0 - 6.5
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR6-2-5.0.xlsx]REPORT
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN TO FAT CLAY, DARK REDDISH-BROWN AND DARK BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
INIT
IAL
A
0
5
10
15
20
25
30
35
40
45
50
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 24.4
DRY DENSITY, pcf 99.6
SATURATION, % 95
VOID RATIO 0.69
WATER CONTENT, % AFTER SHEAR 24.7
MINOR PRINCIPAL STRESS, psi 10.1
7.5
DEVIATOR STRESS AT % STRAIN, psi 35.5
STRAIN AT PEAK DEVIATOR STRESS, % 7.5
DEVIATOR STRESS AT 15% STRAIN, psi 33.5
INITIAL DIAMETER, inch 2.875
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.677
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL PL PI Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-6
SAMPLE #: 4; A
DEPTH, feet: 10.0 - 12.0
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR6-4-10.0.xlsx]REPORT
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN TO FAT CLAY, DARK REDDISH-BROWN AND DARK BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
INIT
IAL
A
0
5
10
15
20
25
30
35
40
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 17.2
DRY DENSITY, pcf 113.2
SATURATION, % 95
VOID RATIO 0.49
WATER CONTENT, % AFTER SHEAR 17.5
MINOR PRINCIPAL STRESS, psi 5.1
6.7
DEVIATOR STRESS AT % STRAIN, psi 112.5
STRAIN AT PEAK DEVIATOR STRESS, % 6.7
DEVIATOR STRESS AT 15% STRAIN, psi 81.4
INITIAL DIAMETER, inch 2.848
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.863
STRAIN RATE, %/minute 0.32
DESCRIPTION OF SPECIMENS:
LL 48 PL 17 PI 31 Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-12
SAMPLE #: 2; A
DEPTH, feet: 5.0 - 7.0
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR12-2-5.0.xlsx]REPORT
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN TO FAT CLAY, GRAYISH-BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
41115209
FEEDER 39 REBUILD
INIT
IAL
A
0
20
40
60
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100
120
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
10
20
30
40
50
60
70
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 18.9
DRY DENSITY, pcf 109.0
SATURATION, % 93
VOID RATIO 0.55
WATER CONTENT, % AFTER SHEAR 18.8
MINOR PRINCIPAL STRESS, psi 10.3
10.0
DEVIATOR STRESS AT % STRAIN, psi 39.2
STRAIN AT PEAK DEVIATOR STRESS, % 12.8
DEVIATOR STRESS AT 15% STRAIN, psi 40.4
INITIAL DIAMETER, inch 2.874
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.867
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL PL PI Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-12
SAMPLE #: 4; A
DEPTH, feet: 10.0 - 12.0
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR12-4-10.0.xlsx]REPORT
INIT
IAL
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
FAT CLAY, REDDISH-BROWN AND GRAY
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
A
0
5
10
15
20
25
30
35
40
45
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 22.2
DRY DENSITY, pcf 105.0
SATURATION, % 99
VOID RATIO 0.61
WATER CONTENT, % AFTER SHEAR 21.9
MINOR PRINCIPAL STRESS, psi 15.1
10.0
DEVIATOR STRESS AT % STRAIN, psi 19.9
STRAIN AT PEAK DEVIATOR STRESS, % 15.0
DEVIATOR STRESS AT 15% STRAIN, psi 21.4
INITIAL DIAMETER, inch 2.860
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.856
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL 31 PL 19 PI 12 Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-12
SAMPLE #: 7; A
DEPTH, feet: 20.0 - 22.0
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR12-7-20.0.xlsx]REPORT
INIT
IAL
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN CLAY, REDDISH BROWN AND GRAY
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
A
0
5
10
15
20
25
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 14.3
DRY DENSITY, pcf 96.3
SATURATION, % 51
VOID RATIO 0.75
WATER CONTENT, % AFTER SHEAR 14.3
MINOR PRINCIPAL STRESS, psi 5.1
2.4
DEVIATOR STRESS AT % STRAIN, psi 83.4
STRAIN AT PEAK DEVIATOR STRESS, % 2.4
DEVIATOR STRESS AT 15% STRAIN, psi 72.7
INITIAL DIAMETER, inch 2.856
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.850
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL 41 PL 18 PI 23 Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-13
SAMPLE #: 2; A
DEPTH, feet: 5.0 - 7.0
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR13-2-5.0.xlsx]REPORT
INIT
IAL
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN CLAY, DARK REDDISH-BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
A
0
10
20
30
40
50
60
70
80
90
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
10
20
30
40
50
60
70
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 16.4
DRY DENSITY, pcf 100.1
SATURATION, % 65
VOID RATIO 0.68
WATER CONTENT, % AFTER SHEAR 16.3
MINOR PRINCIPAL STRESS, psi 10.4
3.7
DEVIATOR STRESS AT % STRAIN, psi 54.6
STRAIN AT PEAK DEVIATOR STRESS, % 3.7
DEVIATOR STRESS AT 15% STRAIN, psi 49.4
INITIAL DIAMETER, inch 2.826
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.896
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL PL PI Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-13
SAMPLE #: 4; A
DEPTH, feet: 10.0 - 12.0
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR13-4-10.0.xlsx]REPORT
INIT
IAL
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN CLAY, REDDISH-BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
A
0
10
20
30
40
50
60
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 19.1
DRY DENSITY, pcf 102.8
SATURATION, % 81
VOID RATIO 0.64
WATER CONTENT, % AFTER SHEAR 18.7
MINOR PRINCIPAL STRESS, psi 15.0
6.8
DEVIATOR STRESS AT % STRAIN, psi 74.2
STRAIN AT PEAK DEVIATOR STRESS, % 6.8
DEVIATOR STRESS AT 15% STRAIN, psi 68.3
INITIAL DIAMETER, inch 2.837
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.869
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL 51 PL 19 PI 32 Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-13
SAMPLE #: 7; A
DEPTH, feet: 20.0 - 22.0
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR13-7-20.0.xlsx]REPORT
INIT
IAL
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
FAT CLAY, DARK REDDISH-BROWN AND DARK BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
A
0
10
20
30
40
50
60
70
80
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
10
20
30
40
50
60
70
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 22.4
DRY DENSITY, pcf 104.5
SATURATION, % 99
VOID RATIO 0.61
WATER CONTENT, % AFTER SHEAR 22.2
MINOR PRINCIPAL STRESS, psi 10.1
10.0
DEVIATOR STRESS AT % STRAIN, psi 15.7
STRAIN AT PEAK DEVIATOR STRESS, % 12.9
DEVIATOR STRESS AT 15% STRAIN, psi 16.0
INITIAL DIAMETER, inch 2.866
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.849
STRAIN RATE, %/minute 0.33
DESCRIPTION OF SPECIMENS:
LL 38 PL 15 PI 23 Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-24
SAMPLE #: 4; A
DEPTH, feet: 10.0 - 11.0
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR24-4-10.0.xlsx]REPORT
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN CLAY, REDDISH-BROWN
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
INIT
IALA
0
2
4
6
8
10
12
14
16
18
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
SPECIMEN #: A
WATER CONTENT, % FROM TRIMMINGS 12.8
DRY DENSITY, pcf 107.8
SATURATION, % 61
VOID RATIO 0.56
WATER CONTENT, % AFTER SHEAR 12.5
MINOR PRINCIPAL STRESS, psi 5.2
2.7
DEVIATOR STRESS AT % STRAIN, psi 102.5
STRAIN AT PEAK DEVIATOR STRESS, % 2.7
DEVIATOR STRESS AT 15% STRAIN, psi 79.1
INITIAL DIAMETER, inch 2.838
CONTROLLED - STRAIN TEST INITIAL HEIGHT, inch 5.898
STRAIN RATE, %/minute 0.32
DESCRIPTION OF SPECIMENS:
LL 36 PL 14 PI 22 Gs 2.7 EST. SAMPLE TYPE: 3" SHELBY TUBE TEST TYPE: UU
REMARKS: PROJECT:
BORING #: FR-25
SAMPLE #: 2; A
DEPTH, feet: 5.0 - 6.5
LABORATORY: DATE:
TRIAXIAL COMPRESSION TEST REPORT
N:\Projects\2011\04115209\Working Files\Laboratory-Field Data-Boring Logs\04115209 UU Triax Results\[04115209 Triaxial UU FR25-2-5.0.xlsx]REPORT
PROCEDURE: ASTM D2850, UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILS IN TRIAXIAL COMPRESSION, MEMBRANE CORRECTION APPLIED. OTHER TESTS WERE CONDUCTED IN GENERAL ACCORDANCE WITH ASTMS D2216 AND D4318 IF APPLICABLE.
LEAN CLAY, REDDISH-BROWN AND GRAY
TERRACON - LENEXA 1/3/2012
MOHR'S CIRCLES DRAWN AT % STRAIN
04115209
FEEDER 39 REBUILD
INIT
IAL
A
0
20
40
60
80
100
120
0 5 10 15 20
DEVIATOR
STRESS,
PSI
STRAIN, %
A0
10
20
30
40
50
60
70
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
SHEAR
STRESS,
psi
NORMAL STRESS, psi
A B C
APPENDIX D
SUPPORTING DOCUMENTS
Exhibit D-1
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.