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Geotechnical Engineering Report Turner Turnpike Widening

Milepost 210 to 218

Drainage Structure Pipe Jacking

Creek County, Oklahoma

July 1, 2016

Terracon Project No. 04165017

Prepared for:

Benham

Tulsa, Oklahoma

Prepared by:

Terracon Consultants, Inc.

Tulsa, Oklahoma

TABLE OF CONTENTS

Page

Responsive ■ Resourceful ■ Reliable

INTRODUCTION ............................................................................................................. 1

PROJECT INFORMATION ............................................................................................. 1

2.1 Project Description ............................................................................................... 1

2.2 Site Location and Description .............................................................................. 1

SUBSURFACE CONDITIONS ........................................................................................ 2

3.1 Soil Conditions ..................................................................................................... 2

3.2 Groundwater ........................................................................................................ 2

PIPE JACKING CONSIDERATIONS .............................................................................. 3

4.1 Pipe Jacking at Station 887+27 ............................................................................ 3

GENERAL COMMENTS ................................................................................................. 3

APPENDIX A – FIELD EXPLORATION

Exhibit A-1 Site Location Map

Exhibit A-2 Boring Location Plans

Exhibit A-3 Field Exploration Description

Exhibits A-4 to A-5 Boring Logs

Exhibit A-6 Subsurface Profile

APPENDIX B – SUPPORTING INFORMATION

Exhibit B-1 Laboratory Testing

Exhibits B-2 Grain Size Distribution

APPENDIX C – SUPPORTING DOCUMENTS

Exhibit C-1 General Notes

Exhibit C-2 Unified Soil Classification System

Exhibit C-3 AASHTO Soil Classification System

Responsive ■ Resourceful ■ Reliable 1

GEOTECHNICAL ENGINEERING REPORT

TURNER TURNPIKE WIDENING

PIPE JACKING

CREEK COUNTY, OKLAHOMA

Terracon Project No. 04165017

July 1, 2016

INTRODUCTION

This geotechnical engineering report has been completed for the proposed pipe jacking location

along the Turner Turnpike in Creek County, Oklahoma (Appendix A, Exhibit A-1). Two borings,

designated PJ-1A and PJ-1B, were drilled for the project to depths of approximately 12.5 to 18.5

feet below the existing ground surface. The boring logs and a boring location plan showing the

approximate boring locations are provided in Appendix A of this report.

The purpose of these services is to provide information and geotechnical engineering

recommendations relative to:

subsurface soil and rock conditions pipe jacking

groundwater conditions

PROJECT INFORMATION

2.1 Project Description

Item Description

Boring Layout See Appendix A, Figure A-2 Boring Location Diagram.

Proposed Construction Pipe jacking will be performed to replace an existing reinforced

concrete pipe.

2.2 Site Location and Description

Item Description

Location

Crossing beneath I-44 (Turner Turnpike) in Creek County, Oklahoma

at Station 887+27. The pipe will have a flowline of from about 819.4

feet to 818.5 feet.

Geotechnical Engineering Report

Turner Turnpike Widening – Utility Pipe Jacking

Creek County, Oklahoma ■ July 1, 2016 ■ Terracon Project No. 04165017


SUBSURFACE CONDITIONS

3.1 Soil Conditions

The subsurface conditions encountered in the borings are shown on the boring logs and are briefly

described below. The stratification lines shown on the boring logs (Exhibits A-4 to A-5, Appendix A)

represent the approximate boundary between soil types; in-situ, the transition between materials

may be gradual and indistinct. Exhibit A-6 of Appendix A shows profiles of the pipe jacking location

with boring logs superimposed over the cross section.

Description Approximate Depth to

Bottom of Stratum Material Encountered Consistency/Density

Surface 6 inches Topsoil N/A

Stratum 1 5 feet at boring PJ1-A Fill: Sandy shaley lean clay N/A

Stratum 2 3 to 8.5 feet Shaley lean clay Medium stiff to stiff

Stratum 3

Encountered to boring

termination depths of

about 12.5 to 18.5 feet

Sandstone with shale seams Well cemented

3.2 Groundwater

The boreholes were observed while drilling and after boring completion for the presence and level

of groundwater. We observed groundwater at the following depths and times:

Boring

Groundwater Levels (feet)

While Drilling After Drilling

Depth Elevation Depth Elevation

PJ-1A Not

Encountered -- 18 817

PJ-1B Not

Encountered -- 7 814

Long-term monitoring with observation wells, sealed from the influence of surface water, would be

required to accurately define the potential range of groundwater conditions. Fluctuations in the

groundwater level should be expected due to seasonal variations in the amount of rainfall, runoff,

water level in the creek and other factors not apparent at the time the borings were drilled. The

possibility of groundwater level fluctuations and the presence of perched water should be

considered when designing and developing the construction plans for the project.





PIPE JACKING CONSIDERATIONS

4.1 Pipe Jacking at Station 887+27

Based on the results of the borings, the pipe at Station 887+27 will encounter medium stiff to very

stiff native clay and well cemented, hard sandstone with shale seams. Special installation

techniques such as pre-drilling will be required to penetrate the sandstone bedrock within the

zone of the proposed pipe.

We understand that headwalls may be constructed after pipe jacking activities are completed.

Construction activities for performing pipe jacking may disturb the soils in this area. Thus, we

recommend proofrolling be performed within the areas of proposed headwall construction with a

loaded tandem axle dump truck weighing at least 25 tons or the equivalent. A review of aerial

photography indicate areas of standing water near the outlet of the concrete pipe at the toe of the

existing embankment. If soft, wet soils are present during construction, these soils may be

unstable for the support of construction equipment, and it will be necessary to overexcavate and

replace, with compact soil or crushed aggregate, or stabilize the full-depth of the unstable soils to

develop support for equipment and allow headwall construction to proceed.

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 between 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 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

FIELD EXPLORATION

N

APPROXIMATE SITE LOCATION

LEGENDBORING LOCATION

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES

© 2016 GOOGLE

APPROXIMATE SCALE IN FEET

1500 0 1000 1500500

Project Mngr:

Approved By:

Checked By:

Drawn By:

Project No.

Scale:

Date:

File No.Consulting Engineers and Scientists

EXHIBIT NO.

9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA 74145FAX. (918) 250-4570PH. (918) 250-0461

VER

JM

VER

MHH

04165017

SEE BAR SCALE

04165017

JUNE 2016

SITE LOCATION MAP

A-1GEOTECHNICAL EXPLORATION

TURNER TURNPIKE WIDENING - PIPE JACKINGMILE POST 210 TO 218


BORING STATION OFFSET** ELEV. (FT)PJ1-A 887+56 110' RT 835.1PJ1-B 886+81 173' LT 821.1

**OFFSETS BASED ON INTERSTATE HWY 44 ℄

LEGENDBORING LOCATION


© 2016 GOOGLE

APPROXIMATE SCALE IN FEET

100 0 50 1007525

Project Mngr:

Approved By:

Checked By:

Drawn By:

Project No.

Scale:

Date:


EXHIBIT NO.


VER

JM

VER

MHH

04165017

SEE BAR SCALE

04165017

JUNE 2016

BORING LOCATION PLAN




PJ1-B

PJ1-A




Responsive ■ Resourceful ■ Reliable Exhibit A-3

Field Exploration Description

The borings were performed at the approximate locations shown on the Boring Location Plan,

Exhibit A-2, in this Appendix. Terracon’s drill crew laid out the borings with a hand-held GPS unit.

The boring surface elevations were referenced to Benchmark #207 shown on the plans provided

by Benham, which had a reported elevation of 830.66 feet. The locations and elevations of the

borings should be considered accurate only to the degree implied by the means and methods used

to define them.

The borings were advanced with an all-terrain rotary drill rig using power auger drilling techniques.

Representative samples were obtained by the split-barrel sampling procedure in which a standard

2-inch, O.D. split-barrel sampling spoon that is driven into the bottom of the boring with a 140-

pound drive hammer falling 30 inches. The number of blows required to advance the sampling

spoon the last 12 inches, or less, of an 18-inch sampling interval or portion thereof, is recorded

as the standard penetration resistance value, N. The N value is used to estimate the in-situ relative

density of granular soils and, to a lesser degree of accuracy, the consistency of cohesive soils

and the hardness of weathered bedrock. The sampling depths, penetration distances, and 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.

An automatic drive hammer was used to advance the split-barrel sampler. A greater efficiency is

achieved with the automatic drive hammer compared to the conventional safety drive hammer

operated with a cathead and rope.

A field log of each boring was prepared by the drill crew. These logs included visual classifications

of the materials encountered during drilling as well as the driller’s interpretation of the subsurface

conditions between samples. Final boring logs included with this report represent the engineer's

interpretation of the field logs and include modifications based on laboratory observation and tests

of the samples. Based on the material’s texture, the soil samples were described according to the

attached General Notes and classified in accordance with the Unified Soil Classification System.

A brief description of the Unified System is included in Appendix C.

As required by the Oklahoma Water Resources Board, any borings deeper than 20 feet, or borings

which encounter groundwater or contaminated materials must be grouted or plugged in

accordance with Oklahoma State statutes. One boring log must also be submitted to the

Oklahoma Water Resources Board for each 10 acres of project site area. Terracon backfilled the

borings to comply with the Oklahoma Water Resources Board requirements.

69

96

14

15

11

10

9

28-16-12

35-18-17

830

826.5

816.5

12

1

14

0

12

1

4-3-2N=5

1-2-2N=4

4-6-7N=13

50/1"

14-50/6"

50/1"

5.0

8.5

18.6

6" TopsoilFILL - SANDY SHALEY LEAN CLAY , yellowish-brown(10YR 5/8) and gray (10YR 5/1)

SHALEY LEAN CLAY, gray (10YR 5/1), stiff

SANDSTONE+, with shale sames, brown (10YR 5/3) andgray (10YR 5/1), well cemented

Boring Terminated at 18.6 Feet

Hammer Type: Automatic+Classification estimated from disturbed samples. Coresamples and petrographic analysis may reveal other rock types.

Stratification lines are approximate. In-situ, the transition may be gradual.

GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

416

501

7 P

IPE

JA

CK

.GP

J

Mile Post 210 to 218 Creek County, OklahomaSITE:

Page 1 of 1

Advancement Method:Power Auger

Abandonment Method:Backfilled with cuttings above 4’; grouted 4’ to 14’;backfilled with cuttings from 14’ to termination depth.

9522 E 47th Pl Ste DTulsa, OK

Notes:

Project No.: 04165017

Drill Rig: ATV 840

Boring Started: 6/25/2016

BORING LOG NO. PJ1-ABenhamCLIENT:

Driller: JB

Boring Completed: 6/25/2016

Exhibit: A-1

See Exhibit A-3 for description of fieldprocedures.See Appendix C for description of laboratoryprocedures and additional data (if any).

See Appendix C for explanation of symbols andabbreviations.

PROJECT: Turner Turnpike Widening - Pipe Jacking

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PISurface Elev.: 835.1 (Ft.)

ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH

LOCATION See Exhibit A-2

Station: 887+56 Offset: 110' RTNorthing: 0 Easting: 1

WATER LEVEL OBSERVATIONS

18 ft After Drilling

Not Encountered While Drilling

8011

12

12

15

14

33-16-17

818

808.5

4

14

9

1

1

2-3-1N=4

2-18-50/2"

20-50/4"

50/2"

50/1"

3.0

12.6

6" TopsoilSHALEY LEAN CLAY, with sand, brownish-yellow (10YR6/6), medium stiff

SANDSTONE+, with shale sames, brown (10YR 5/3) andgray (10YR 5/1), well cemented

Boring Terminated at 12.6 Feet

Hammer Type: Automatic+Classification estimated from disturbed samples. Coresamples and petrographic analysis may reveal other rock types.

Stratification lines are approximate. In-situ, the transition may be gradual.

GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

416

501

7 P

IPE

JA

CK

.GP

J

Mile Post 210 to 218 Creek County, OklahomaSITE:

Page 1 of 1

Advancement Method:Power Auger

Abandonment Method:Backfilled with cuttings above 1’; grouted 1’ to 11’;backfilled with cuttings from 11’ to termination depth.

9522 E 47th Pl Ste DTulsa, OK

Notes:

Project No.: 04165017

Drill Rig: ATV 840

Boring Started: 6/25/2016

BORING LOG NO. PJ1-BBenhamCLIENT:

Driller: JB

Boring Completed: 6/25/2016

Exhibit: A-2

See Exhibit A-3 for description of fieldprocedures.See Appendix C for description of laboratoryprocedures and additional data (if any).

See Appendix C for explanation of symbols andabbreviations.

PROJECT: Turner Turnpike Widening - Pipe Jacking

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PISurface Elev.: 821.1 (Ft.)

ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH

LOCATION See Exhibit A-2

Station: 886+81 Offset: 173' LTNorthing: 0 Easting: 2

WATER LEVEL OBSERVATIONS

7 ft After Drilling

Not Encountered While Drilling

810

805

810

8050+00 1+00 2+00 3+00 4+00 5+00

Structure 107LINE C

Project Mngr:

Approved By:

Checked By:

Drawn By:

Project No.

Scale:

Date:


EXHIBIT NO.


VER

JM

VER

MHH

04165180

SEE BAR SCALE

04165180

JUNE 2016

BORING LOCATION PLAN




N


BASE DRAWING PROVIDED BY BENHAM DESIGN

BORING STATION OFFSET** ELEV. (FT)PJ1-A 887+56 110' RT 835.1PJ1-B 886+81 173' LT 821.1

**OFFSETS BASED ON INTERSTATE HWY 44 ℄

APPENDIX B

SUPPORTING INFORMATION




Responsive ■ Resourceful ■ Reliable Exhibit B-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 C. After the testing was completed, the field

descriptions were confirmed or modified as necessary.

Selected soil and bedrock samples obtained from the site were tested for the following

engineering properties:

Water content (ASTM D2216)

Atterberg limits (ASTM D4318)

Sieve analysis (ASTM D422)

Procedural standards noted above are for reference to methodology in general. In some cases

variations to methods are applied as a result of local practice or professional judgment.

APPENDIX C

SUPPORTING DOCUMENTS

01 - 1011 - 30

> 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s)of other constituents

Percent ofDry Weight

Hand Penetrometer

Torvane

Standard PenetrationTest (blows per foot)

Photo-Ionization Detector

Organic Vapor Analyzer

Texas Cone Penetrometer

TraceWithModifier

Water Level Aftera Specified Period of Time

GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL

TraceWithModifier

Standard Penetration orN-Value

Blows/Ft.

Descriptive Term(Consistency)

Loose

Very Stiff

Standard Penetration orN-Value

Blows/Ft.

Ring SamplerBlows/Ft.

Ring SamplerBlows/Ft.

Medium Dense

Dense

Very Dense

0 - 1 < 3

4 - 9 2 - 4 3 - 4

Medium-Stiff 5 - 9

30 - 50

WA

TE

R L

EV

EL

Auger

Shelby Tube

Grab Sample

FIE

LD

TE

ST

S

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Descriptive Term(Density)

Non-plasticLowMediumHigh

BouldersCobblesGravelSandSilt or Clay

10 - 18

> 50 15 - 30 19 - 42

> 30 > 42

_

Water levels indicated on the soil boringlogs are the levels measured in theborehole at the times indicated.Groundwater level variations will occurover time. In low permeability soils,accurate determination of groundwaterlevels is not possible with short termwater level observations.

CONSISTENCY OF FINE-GRAINED SOILS

(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing, field

visual-manual procedures or standard penetration resistance

DESCRIPTIVE SOIL CLASSIFICATION

> 8,000

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracyof such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey wasconducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographicmaps of the area.

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dryweight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils haveless than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, andsilts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may beadded according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are definedon the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

Plasticity Index

8 - 15

Split Spoon

Rock Core

PLASTICITY DESCRIPTION

Term

< 1515 - 29> 30

Descriptive Term(s)of other constituents

Water InitiallyEncountered

Water Level After aSpecified Period of Time

Major Componentof Sample

Percent ofDry Weight

(More than 50% retained on No. 200 sieve.)Density determined by Standard Penetration Resistance

Includes gravels, sands and silts.

Hard

Very Loose 0 - 3 0 - 6 Very Soft

7 - 18 Soft

10 - 29 19 - 58

59 - 98 Stiff

less than 500

500 to 1,000

1,000 to 2,000

2,000 to 4,000

4,000 to 8,000> 99

LOCATION AND ELEVATION NOTES

SA

MP

LIN

G

< 55 - 12> 12

No Recovery

RELATIVE DENSITY OF COARSE-GRAINED SOILS

Particle Size

Over 12 in. (300 mm)12 in. to 3 in. (300mm to 75mm)3 in. to #4 sieve (75mm to 4.75 mm)#4 to #200 sieve (4.75mm to 0.075mmPassing #200 sieve (0.075mm)

ST

RE

NG

TH

TE

RM

S Unconfined CompressiveStrength, Qu, psf

4 - 8

GENERAL NOTES

Texas Cone

(HP)

(T)

(b/f)

(PID)

(OVA)

(TCP)

Pressure Meter

Exhibit C-1

UNIFIED SOIL CLASSIFICATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification

Group Symbol

Group Name B

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% fines C

Cu 4 and 1 Cc 3 E GW Well-graded gravel F

Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F

Gravels with Fines: More than 12% fines C

Fines classify as ML or MH GM Silty gravel F,G,H

Fines classify as CL or CH GC Clayey gravel F,G,H

Sands: 50% or more of coarse fraction passes No. 4 sieve

Clean Sands: Less than 5% fines D

Cu 6 and 1 Cc 3 E SW Well-graded sand I

Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I

Sands with Fines: More than 12% fines D

Fines classify as ML or MH SM Silty sand G,H,I

Fines classify as CL or CH SC Clayey sand G,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” line J CL Lean clay K,L,M

PI 4 or plots below “A” line J ML Silt K,L,M

Organic: Liquid limit - oven dried

0.75 OL Organic clay K,L,M,N

Liquid limit - not dried Organic silt K,L,M,O

Silts and Clays: Liquid limit 50 or more

Inorganic: PI plots on or above “A” line CH Fat clay K,L,M

PI plots below “A” line MH Elastic Silt K,L,M

Organic: Liquid limit - oven dried

0.75 OH Organic clay K,L,M,P

Liquid limit - not dried Organic silt K,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-inch (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.

H If 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.

Exhibit C-2

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Exhibit C-3

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