64008 GRDA Feeder 39 Rebuild€¦ · Geotechnical Engineering Report, Feeder 39 Rebuild, Between...

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

Reliable ■ Resourceful ■ Responsive 1

GEOTECHNICAL ENGINEERING REPORT

FEEDER 39 REBUILD




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


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



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


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



Boring

Number


approximately 24 hours

after boring completion, ft.

Boring

Number


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.



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



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.



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



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.



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.



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.



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.



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



Project No. 04115209 Terracon Consultants, Inc.




Nq Ng


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.




TABLE A.2

BORING FR-2




FEEDER 39 REBUILD








Nq Ng


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:





TABLE A.3

BORING FR-3






FEEDER 39 REBUILD






Nq Ng


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:





TABLE A.4

BORING FR-4




FEEDER 39 REBUILD








Nq Ng


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:





TABLE A.5

BORING FR-5




FEEDER 39 REBUILD








Nq Ng


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:





TABLE A.6

BORING FR-6




FEEDER 39 REBUILD








Nq Ng


1 5 120 2,000 0.50 0 ---- 6 1 02 25 135 7,200 0.30 0 ---- 9 1 0

NOTES:





TABLE A.7

BORING FR-7




FEEDER 39 REBUILD








Nq Ng


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:





TABLE A.8

BORING FR-8




FEEDER 39 REBUILD








Nq Ng


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:





TABLE A.9

BORING FR-9




FEEDER 39 REBUILD








Nq Ng


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:





TABLE A.10

BORING FR-10




FEEDER 39 REBUILD








Nq Ng


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:





TABLE A.11

BORING FR-11




FEEDER 39 REBUILD








Nq Ng


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:








TABLE A.12

BORING FR-12




FEEDER 39 REBUILD





Nq Ng


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.






FEEDER 39 REBUILD




TABLE A.13

BORING FR-13






Nq Ng


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:








TABLE A.14

BORING FR-14




FEEDER 39 REBUILD





Nq Ng


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:







FEEDER 39 REBUILD




TABLE A.15

BORING FR-15






Nq Ng


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:








TABLE A.16

BORING FR-16




FEEDER 39 REBUILD





Nq Ng


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:







FEEDER 39 REBUILD




TABLE A.17

BORING FR-17






Nq Ng


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:








TABLE A.18

BORING FR-18




FEEDER 39 REBUILD





Nq Ng


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:







FEEDER 39 REBUILD




TABLE A.19

BORING FR-19






Nq Ng


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:








TABLE A.20

BORING FR-20




FEEDER 39 REBUILD





Nq Ng


1 9.5 120 2,000 0.50 0 ---- 6 1 02 34 135 7,200 0.30 0 ---- 9 1 0

NOTES:







FEEDER 39 REBUILD




TABLE A.21

BORING FR-21






Nq Ng


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:








TABLE A.22

BORING FR-22




FEEDER 39 REBUILD





Nq Ng


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:







FEEDER 39 REBUILD




TABLE A.23

BORING FR-23






Nq Ng


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:








TABLE A.24

BORING FR-24




FEEDER 39 REBUILD





Nq Ng


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:







FEEDER 39 REBUILD




TABLE A.25

BORING FR-25



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:


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




FEEDER 39 REBUILD


Depth to Soil Layer

LPILE

Soil Type




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





FEEDER 39 REBUILD






BORING FR-2

TABLE B.2

Depth to Soil Layer

Soil Type

LPILE




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:






TABLE B.3


BORING FR-3



LPILE

Soil Type

Depth to Soil Layer

FEEDER 39 REBUILD





Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





BORING FR-4

TABLE B.4




FEEDER 39 REBUILD



Depth to Soil Layer

LPILE

Soil Type




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





TABLE B.5

BORING FR-5




FEEDER 39 REBUILD



Depth to Soil Layer

LPILE

Soil Type




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





TABLE B.6

BORING FR-6




FEEDER 39 REBUILD



Depth to Soil Layer

LPILE

Soil Type




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





TABLE B.7

BORING FR-7




FEEDER 39 REBUILD



Depth to Soil Layer

LPILE

Soil Type




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:`





TABLE B.8

BORING FR-8




FEEDER 39 REBUILD



Depth to Soil Layer

LPILE

Soil Type




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





TABLE B.9

BORING FR-9




FEEDER 39 REBUILD



Depth to Soil Layer

LPILE

Soil Type




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





TABLE B.10

BORING FR-10




FEEDER 39 REBUILD



Depth to Soil Layer

LPILE

Soil Type




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





TABLE B.11

BORING FR-11




FEEDER 39 REBUILD

Soil Type



Depth to Soil Layer

LPILE




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:







Depth to Soil Layer

LPILE

Soil Type

TABLE B.12

BORING FR-12




FEEDER 39 REBUILD




Soil Top Bottom k Weight Strength Angle RQD Factor


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.


Depth to Soil Layer

LPILE

Soil Type

BORING FR-13




FEEDER 39 REBUILD


TABLE B.13




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





Depth to Soil Layer

LPILE

Soil Type




FEEDER 39 REBUILD



TABLE B.14

BORING FR-14




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





LPILE

Soil Type



FEEDER 39 REBUILD



Depth to Soil Layer

TABLE B.15

BORING FR-15





Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





Soil Type


FEEDER 39 REBUILD



Depth to Soil Layer

LPILE

TABLE B.16

BORING FR-16






Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





FEEDER 39 REBUILD


Depth to Soil Layer

LPILE

Soil Type

TABLE B.17

BORING FR-17







Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:






Depth to Soil Layer

LPILE

Soil Type

TABLE B.18

BORING FR-18




FEEDER 39 REBUILD




Soil Top Bottom k2

Weight Strength Angle RQD3

Factor


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:





Depth to Soil Layer

LPILE

Soil Type

BORING FR-19




FEEDER 39 REBUILD


TABLE B.19




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





Depth to Soil Layer

LPILE

Soil Type




FEEDER 39 REBUILD


TABLE B.20

BORING FR-20




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:


2. Value given for Weak Rock is E ri in psi. See report text for cyclic loading.



LPILE

Soil Type



FEEDER 39 REBUILD


Depth to Soil Layer

TABLE B.21

BORING FR-21





Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





Soil Type


FEEDER 39 REBUILD


Depth to Soil Layer

LPILE

TABLE B.22

BORING FR-22






Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





FEEDER 39 REBUILD


Depth to Soil Layer

LPILE

Soil Type

TABLE B.23

BORING FR-23







Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:






Depth to Soil Layer

LPILE

Soil Type

TABLE B.24

BORING FR-24




FEEDER 39 REBUILD




Soil Top Bottom k2

Weight Strength4

Angle RQD3

Factor


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:





Depth to Soil Layer

LPILE

Soil Type

BORING FR-25




FEEDER 39 REBUILD


TABLE B.25


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)


Feeder 39 Rebuild


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.



Table C.2

Boring FR-2



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)

Feeder 39 Rebuild




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.




Table C.3

Boring FR-3



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)

Feeder 39 Rebuild



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


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)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)



Feeder 39 Rebuild




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:





Feeder 39 Rebuild



Table C.5

Boring FR-5


Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)


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.



Table C.6

Boring FR-6



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)

Feeder 39 Rebuild




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.





Table C.7

Boring FR-7



Feeder 39 Rebuild

Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)


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.



Table C.8

Boring FR-8



Feeder 39 Rebuild


Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)



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:





Table C.9

Boring FR-9



Feeder 39 Rebuild


Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)


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.



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)


Table C.10

Boring FR-10



Feeder 39 Rebuild



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.



4. Deformation modulus and shear strenght values are based on a calculated RMR76 value of 51

Boring FR-11



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)

Table C.11


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


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.



Table C.12

Boring FR-12



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)


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



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength

(ksf)


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:





Table C.14

Boring FR-14



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)







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:




Table C.15

Boring FR-15



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)


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.



Table C.16

Boring FR-16



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)


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:





Table C.17

Boring FR-17



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)







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:




Table C.18

Boring FR-18



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)







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.




Table C.19

Boring FR-19



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)







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.




Table C.20

Boring FR-20



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)










Table C.20.A


Calculation of Rock Mass Rating (RMR76)Boring FR-20, 25.8 - 29 feet


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.



Table C.21

Boring FR-21



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)


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:





Table C.22

Boring FR-22



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)






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:




Table C.23

Boring FR-23



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)








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.



Table C.24

Boring FR-24



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)


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:





Table C.25

Boring FR-25



Feeder 39 Rebuild



Layer

Number

Layer

Type

Depth to Bottom

of Layer (feet)

Total Unit

Weight (pcf)

Deformation

Modulus (ksi)

Effective

Friction Angle

(degrees)


Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength2

(ksf)








APPENDIX B

FIELD EXPLORATION


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


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:


EXHIBIT NO.


XC

DC

XC

BMW

04115209

SEE BAR SCALE

04115209

JANUARY 2012

BORING LOCATION PLAN




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:


EXHIBIT NO.


XC

DC

XC

BMW

04115209

SEE BAR SCALE

04115209

JANUARY 2012







2500 0 1250 2500

É 2011 GOOGLE

N


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:


EXHIBIT NO.


XC

DC

XC

BMW

04115209

SEE BAR SCALE

04115209

JANUARY 2012







2500 0 1250 2500

É 2011 GOOGLE

N


FR-16

FR-17

FR-18

FR-19

Project Mngr:

Approved By:

Checked By:

Drawn By:

Project No.

Scale:

Date:


EXHIBIT NO.


XC

DC

XC

BMW

04115209

SEE BAR SCALE

04115209

JANUARY 2012







2500 0 1250 2500

É 2011 GOOGLE

N


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


Page 2 of 2



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-3-11

10


6

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-3-11WD


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-1-11


30


27.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-1-11WD


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



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


Page 2 of 2



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-1-11

30


27.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-1-11WD


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-4-11


18


16

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-4-11WD


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



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


Page 2 of 2



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-4-11

18


16

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-4-11WD


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-1-11


13


15.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-1-11WD


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



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


Page 2 of 2



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-1-11

13


15.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-1-11WD


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-1-11


18


16.5

16.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-1-11WD AB


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



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


Page 2 of 2



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-1-11

18


16.5

16.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-1-11WD AB


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-2-11


18


19

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-2-11WD


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



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


Page 2 of 2



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-2-11

18


19

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-2-11WD


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


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


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


Page 1 of 1



SITE

BORING STARTED

CME-550X

WL

WL

WL

BORING COMPLETED

APPROVED BMW

SB

PROJECT

11-29-11



5

04115209


JOB #

FOREMANRIG

11-29-11AB


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


WEATHERED SHALE++red, reddish-brown, and gray, soft(5-inch limestone seam at 8.5 feet)


(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


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


Page 1 of 1



SITE

BORING STARTED

CME-550X

WL

WL

WL

BORING COMPLETED

APPROVED BMW

SB

PROJECT

11-29-11



4

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-29-11AB


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-2-11


N/E


45.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-2-11WD


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



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


Page 2 of 2



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-2-11

N/E


45.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-2-11WD


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


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


Page 1 of 2

Continued Next Page

Cave-in at 15 feet AB



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-9-11


16


04115209


JOB #

FOREMANRIG

11-9-11WD


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


BOTTOM OF BORING



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


Page 2 of 2

Cave-in at 15 feet AB



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-9-11

16


04115209


JOB #

FOREMANRIG

11-9-11WD


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-10-11


9


9.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-10-11WD


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




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


Page 2 of 2



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-10-11

9


9.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-10-11WD


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-2-11


33


22

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-3-11WD


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



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


Page 2 of 2



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-2-11

33


22

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-3-11WD


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-3-11


34.5


N/E

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-3-11WD


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


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


Page 2 of 2



SITE

BORING STARTED

CME-850XR

WL

WL

WL

BORING COMPLETED

APPROVED BMW

AS

PROJECT

11-3-11

34.5


N/E

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-3-11WD


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT

11-4-11



04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-4-11


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




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


Page 2 of 2



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT

11-4-11WATER LEVEL OBSERVATIONS, ft

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-4-11


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-550X

WL

WL

WL

BORING COMPLETED

APPROVED BMW

SB

PROJECT

11-30-11



22.5

04115209


JOB #

FOREMANRIG

11-30-11AB


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



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


Page 2 of 2



SITE

BORING STARTED

CME-550X

WL

WL

WL

BORING COMPLETED

APPROVED BMW

SB

PROJECT


22.5

04115209


JOB #

FOREMANRIG

11-30-11AB


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT

11-2-11



12

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-2-11


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



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


Page 2 of 2



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT


12

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-2-11


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



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


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


Page 1 of 1



SITE

BORING STARTED

CME-550X

WL

WL

WL

BORING COMPLETED

APPROVED BMW

SB

PROJECT

11-30-11



10.5

04115209


JOB #

FOREMANRIG

11-30-11AB


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)


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


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


Page 1 of 1



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT

11-3-11



11.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-3-11


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


BOTTOM OF BORING

Auger refusal at 11.5 feet


11.512.3

18

25.5

1010.51009.5

1004

996.5

TESTS

DESCRIPTION


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


Page 1 of 1



SITE

BORING STARTED

CME-550X

WL

WL

WL

BORING COMPLETED

APPROVED BMW

SB

PROJECT

11-30-11



7

04115209


JOB #

FOREMANRIG

11-30-11AB


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT

11-2-11



9.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-2-11


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.


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


Page 2 of 2



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT


9.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-2-11


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT

11-3-11



10

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-3-11


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



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


Page 2 of 2



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT


10

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-3-11


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


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT

11-1-11



14

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-1-11


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





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


Page 2 of 2



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT


14

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-1-11


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT

10-31-11


14.5


13.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-1-11WD


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



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


Page 2 of 2



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT

10-31-11

14.5


13.5

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

11-1-11WD


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT

10-31-11


19


12

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

10-31-11WD


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



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


Page 2 of 2



SITE

BORING STARTED

CME-750

WL

WL

WL

BORING COMPLETED

APPROVED BMW

TS

PROJECT

10-31-11

19


12

04115209


JOB #

*Hand Penetrometer

FOREMANRIG

10-31-11WD


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


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


Page 1 of 2

Continued Next Page



SITE

BORING STARTED

D-50

WL

WL

WL

BORING COMPLETED

APPROVED BMW

JT

PROJECT

12-9-11


18.5


04115209


JOB #

FOREMANRIG

12-9-11WD


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



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

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/ f

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Page 2 of 2



SITE

BORING STARTED

D-50

WL

WL

WL

BORING COMPLETED

APPROVED BMW

JT

PROJECT

12-9-11

18.5


04115209


JOB #

FOREMANRIG

12-9-11WD


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


EXHIBIT 5

0411520904115209JANUARY 2012NOT TO SCALEBMWDCXC

71OKLAHOMAOSAGE AND PAWNEE COUNTIES

SUBSURFACE PROFILE

FEEDER 39 REBUILDGEOTECHNICAL EXPLORATIONLEGEND

WD

AB

24 HOUR WATER LEVEL

CHECKED BY:


DATE:

SHEET NO.:

JOB NO.

OF





EXHIBIT 5



SUBSURFACE PROFILE


WD

AB

24 HOUR WATER LEVEL

CHECKED BY:


DATE:

SHEET NO.:

JOB NO.

OF





EXHIBIT 5



SUBSURFACE PROFILE


WD

AB

24 HOUR WATER LEVEL

CHECKED BY:


DATE:

SHEET NO.:

JOB NO.

OF





EXHIBIT 5



SUBSURFACE PROFILE


WD

AB

24 HOUR WATER LEVEL

CHECKED BY:


DATE:

SHEET NO.:

JOB NO.

OF





EXHIBIT 5



SUBSURFACE PROFILE


WD

AB

24 HOUR WATER LEVEL

CHECKED BY:


DATE:

SHEET NO.:

JOB NO.

OF





EXHIBIT 5



SUBSURFACE PROFILE


WD

AB

24 HOUR WATER LEVEL

CHECKED BY:


DATE:

SHEET NO.:

JOB NO.

OF





EXHIBIT 5



SUBSURFACE PROFILE


WD

AB

24 HOUR WATER LEVEL


Photo B.1 Rock cores between depths of 22.5 and 30.3 feet of boring FR-1














Photo B.8 Rock cores between depths of 30 and 35 feet of boring FR-14












Photo B.14 Rock cores between depths of 11.5 and 19 feet of boring FR-19


Photo B.15 Rock cores between depths of 19 and 25.5 feet of boring FR-19










Photo B.20 Rock cores between depths of 27.5 and 37 feet of boring FR-25



APPENDIX C

LABORATORY TESTING


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



SATURATION, % 97

VOID RATIO 0.44



10.0








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:



INIT

IAL


LEAN TO FAT CLAY, REDDISH BROWN



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



SATURATION, % 77

VOID RATIO 0.51



3.2









REMARKS: PROJECT:

BORING #: FR-2

SAMPLE #: 2; A


LABORATORY: DATE:




LEAN CLAY, REDDISH BROWN AND BROWN



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



SATURATION, % 105

VOID RATIO 0.54



10.0









REMARKS: PROJECT:

BORING #: FR-2

SAMPLE #: 6; A

DEPTH, feet: 20.0 - 22.0

LABORATORY: DATE:




FAT CLAY, DARK REDDISH BROWN



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



SATURATION, % 57

VOID RATIO 0.69



5.8









REMARKS: PROJECT:

BORING #: FR-3

SAMPLE #: 4; A

DEPTH, feet: 10.0 - 12.0

LABORATORY: DATE:




LEAN CLAY, DARK GRAY AND BROWN



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



SATURATION, % 86

VOID RATIO 0.56



10.0









REMARKS: PROJECT:

BORING #: FR-3

SAMPLE #: 7; A

DEPTH, feet: 20.0 - 22.0

LABORATORY: DATE:



INIT

IAL


SANDY LEAN CLAY, DARK BROWN AND DARK REDDISH-BROWN



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



SATURATION, % 86

VOID RATIO 0.61



5.1









REMARKS: PROJECT:

BORING #: FR-4

SAMPLE #: 2; A


LABORATORY: DATE:




LEAN TO FAT CLAY, DARK BROWN AND DARK REDDISH BROWN



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



SATURATION, % 103

VOID RATIO 0.65



10.0









REMARKS: PROJECT:

BORING #: FR-4

SAMPLE #: 4; A

DEPTH, feet: 10.0 - 11.5

LABORATORY: DATE:







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



SATURATION, % 118

VOID RATIO 0.61



10.0









REMARKS: PROJECT:

BORING #: FR-4

SAMPLE #: 7; A

DEPTH, feet: 20.0 - 22.0

LABORATORY: DATE:



INIT

IAL





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



SATURATION, % 54

VOID RATIO 0.86



0.8









REMARKS: PROJECT:

BORING #: FR-5

SAMPLE #: 2; A


LABORATORY: DATE:



INIT

IAL





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



SATURATION, % 55

VOID RATIO 0.81



2.5









REMARKS: PROJECT:

BORING #: FR-5

SAMPLE #: 4; A

DEPTH, feet: 10.0 - 12.0

LABORATORY: DATE:







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



SATURATION, % 92

VOID RATIO 0.57



10.0









REMARKS: PROJECT:

BORING #: FR-6

SAMPLE #: 2; A


LABORATORY: DATE:




LEAN TO FAT CLAY, DARK REDDISH-BROWN AND DARK BROWN



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



SATURATION, % 95

VOID RATIO 0.69



7.5









REMARKS: PROJECT:

BORING #: FR-6

SAMPLE #: 4; A

DEPTH, feet: 10.0 - 12.0

LABORATORY: DATE:




LEAN TO FAT CLAY, DARK REDDISH-BROWN AND DARK BROWN



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



SATURATION, % 95

VOID RATIO 0.49



6.7









REMARKS: PROJECT:

BORING #: FR-12

SAMPLE #: 2; A


LABORATORY: DATE:




LEAN TO FAT CLAY, GRAYISH-BROWN



41115209

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

SPECIMEN #: A



SATURATION, % 93

VOID RATIO 0.55



10.0









REMARKS: PROJECT:

BORING #: FR-12

SAMPLE #: 4; A

DEPTH, feet: 10.0 - 12.0

LABORATORY: DATE:



INIT

IAL


FAT CLAY, REDDISH-BROWN AND GRAY



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



SATURATION, % 99

VOID RATIO 0.61



10.0









REMARKS: PROJECT:

BORING #: FR-12

SAMPLE #: 7; A

DEPTH, feet: 20.0 - 22.0

LABORATORY: DATE:



INIT

IAL


LEAN CLAY, REDDISH BROWN AND GRAY



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



SATURATION, % 51

VOID RATIO 0.75



2.4









REMARKS: PROJECT:

BORING #: FR-13

SAMPLE #: 2; A


LABORATORY: DATE:



INIT

IAL


LEAN CLAY, DARK REDDISH-BROWN



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



SATURATION, % 65

VOID RATIO 0.68



3.7









REMARKS: PROJECT:

BORING #: FR-13

SAMPLE #: 4; A

DEPTH, feet: 10.0 - 12.0

LABORATORY: DATE:



INIT

IAL


LEAN CLAY, REDDISH-BROWN



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



SATURATION, % 81

VOID RATIO 0.64



6.8









REMARKS: PROJECT:

BORING #: FR-13

SAMPLE #: 7; A

DEPTH, feet: 20.0 - 22.0

LABORATORY: DATE:



INIT

IAL


FAT CLAY, DARK REDDISH-BROWN AND DARK BROWN



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



SATURATION, % 99

VOID RATIO 0.61



10.0









REMARKS: PROJECT:

BORING #: FR-24

SAMPLE #: 4; A

DEPTH, feet: 10.0 - 11.0

LABORATORY: DATE:




LEAN CLAY, REDDISH-BROWN



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



SATURATION, % 61

VOID RATIO 0.56



2.7









REMARKS: PROJECT:

BORING #: FR-25

SAMPLE #: 2; A


LABORATORY: DATE:




LEAN CLAY, REDDISH-BROWN AND GRAY



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.

Date post:	24-Jul-2018
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