H.08.03 Geotechnical - Forbes Field Ramp Repair - Final Report Revised....pdf

Repair Aircraft Parking Ramp

KANG Project Number: GUQE042100

190th Air Refueling Wing Kansas Air National Guard

REPAIR AIRCRAFT PARKING RAMP

FORBES FIELD, TOPEKA, KANSAS

Type B-2 SUBMITTAL

GEOTECHNICAL REPORT

190th AIR REFUELING WING

KANSAS AIR NATIONAL GUARD

FORBES FIELD, TOPEKA, KANSAS

SUBMITTED BY: GeoSource, LLC 28 January 2019

TABLE OF CONTENTS

SECTION PAGE

INTRODUCTION

PROJECT DESCRIPTION

DRILLING AND SAMPLING PROCEDURES

LABORATORY TESTING PROGRAM

PREVIOUS SUBSURFACE INFORMATION

EXISTING PAVEMENT AND SUBSURFACE CONDITIONS

GROUNDWATER OBSERVATIONS

CONCLUSIONS AND RECOMMENDATIONS

SITE PREPARATION

LIME TREATED SUBGRADE

PAVEMENTS

Table 1. Proposed Pavement Section for KANG Aprons & Taxiways

CLIMATIC CONDITIONS

EXCAVATIONS

PLANS AND SPECIFICATIONS REVIEW

CONSTRUCTION OBSERVATION AND TESTING

LIMITATIONS

Appendix A

Figures 1, 2, 3 & 4: Boring Location Sketches

Boring Logs

General Notes and Terms

Boring Log Symbols

Appendix B

Summary of Laboratory Results

Modified Proctor Test Reports

California Bearing Ratio Test Results

GEOTECHNICAL ENGINEERING REPORT

KANG AIRCRAFT PARKING RAMP REPAIR

FORBES FIELD

TOPEKA, KANSAS

Project No. D18G2061

January 28, 2019

INTRODUCTION

GeoSource has completed the subsurface exploration and geotechnical engineering evaluation for the proposed reconstruction of the KANG Aircraft Parking Ramp, located at Forbes Field in Topeka, Kansas. The services for this project were provided in general accordance with our February 23, 2018, proposal and with the July 24, 2018, Subcontract Agreement between GeoSource, LLC and AECOM

Technical Services, Inc.

PROJECT DESCRIPTION

We understand that the proposed project will consist of reconstruction of the Kansas Air National

Guard (KANG) aircraft parking ramps at Forbes Field in Topeka, Kansas. The project will include repair of the hanger access taxiway, main apron, transient apron and hanger access apron. We have assumed that grade changes for the proposed apron and taxiway repairs will be minor, i.e., less than 2 feet of cut and/or fill. No other specific information was known at the time that our report was prepared.

The scope of the exploration and engineering evaluation for this study, as well as the conclusions and recommendations in this report, were based on our understanding of the project as described above. If pertinent details of the project have changed or otherwise differ from our descriptions, we must be notified and engaged to review the changes and modify our recommendations, if needed.

KANG Aircraft Parking Ramp Repair

Forbes Field, Topeka, KS

Project No. D18G2061

DRILLING AND SAMPLING PROCEDURES

The field work for this project was performed between December 12 and 17, 2018. Twenty (20) exploratory test borings were drilled within the proposed apron and taxiway reconstruction areas.

Figures 1 through 4 in Appendix A show the approximate locations of the borings with reference to the existing aprons, taxiways and other site features. Prior to performing the borings, the boring locations were marked by GeoSource personnel.

The borings were performed with a truck-mounted, D-50 rotary drill rig. The borings were drilled with

4-inch diameter continuous flight augers, equipped with carbide cutting teeth. Representative samples of the underlying subgrade soils and weathered bedrock units were obtained at selected intervals using the Shelby tube sampling procedure as outlined in ASTM Specification D-1587. The Shelby tube sampling procedure utilizes a thin-walled, steel tube with a sharp cutting edge that is pushed hydraulically into the bottom of the boring to obtain relatively undisturbed samples of cohesive or moderately cohesive soils. The samples were sealed and returned to our laboratory for further examination, classification and testing.

In addition, five representative bulk samples of the existing subgrade materials were collected by the drill crew. Bulk samples were composited from similar soils on the basis of visual classification of the materials encountered within the upper 3 feet of the subgrade below the existing pavement section.

Bulk samples were returned to the laboratory for further examination, classification and testing.

Boring logs are included in Appendix A of this report and present such data as soil and bedrock descriptions, consistency and relative hardness evaluations, depths, sampling intervals and observed groundwater conditions. Conditions encountered in each of the borings were monitored and recorded by the drill crew. Field logs were prepared by the drill crew that included visual classification of the materials encountered during drilling, as well as drilling characteristics. Our final boring logs represent the geotechnical engineer’s interpretation of the field logs combined with laboratory observation and

Project No. D18G2061 testing of the samples. Stratification boundaries indicated on the boring logs were based on observations during our field work, an extrapolation of information obtained by examining samples from the borings and comparisons of soils and/or bedrock types with similar engineering characteristics. Locations of these boundaries are approximate, and the transitions between soil and bedrock types may be more gradational in nature rather than clearly defined.

LABORATORY TESTING PROGRAM

The laboratory testing program consisted of performing water content, dry unit weight and unconfined compression tests on representative portions of undisturbed samples obtained with the Shelby tube sampler. A hand penetrometer was used to determine the approximate unconfined compressive strength of samples that were unsuitable for unconfined compression testing. The hand penetrometer has been correlated with unconfined compression tests, and provides a better estimate of the consistency and strength than visual observation alone. Results of the laboratory tests are presented on the respective boring logs.

In addition, Atterberg Limits tests were conducted on representative samples of the subgrade soils encountered below the existing pavement section. These tests provide information on the plasticity of the soils, which is a basis for classification and for evaluating the potential for subgrade volume change with variations in moisture content. Results of these tests are indicated on the respective boring logs.

The bulk samples were tested to determine the Atterberg Limits, moisture-density relationship, and the

California Bearing Ratio of the existing subgrade materials. The moisture-density relationship of the subgrade materials was evaluated using both the Standard Proctor (ASTM D-698) and Modified

Proctor (ASTM D-1557) test procedures. These tests are used to evaluate the degree of compaction of subgrade materials placed during construction. The Modified Proctor compaction criteria is normally used for aircraft that weigh more than 60,000 pounds. The California Bearing Ratio test (ASTM D-

1883) provide parameters that can be used in the design of flexible pavements and have been correlated

Project No. D18G2061 with other tests that allow us to evaluate the approximate modulus of subgrade reaction, which is used in the design of rigid pavement sections. Results of the Proctor and CBR tests are presented in

Appendix B of this report.

As part of the testing program, the soil samples were classified by a geotechnical engineer using visual and manual procedures outlined in ASTM D-2487 and D-2488. The descriptions of the soils indicated on the boring logs are in accordance with the enclosed General Notes and the Unified Soil

Classification System. Estimated group symbols according to the Unified Soil Classification System are shown on the boring logs. A brief description of this classification system is included in Appendix

A of this report.

The weathered bedrock units encountered in the borings were described in accordance with the enclosed General Notes for Bedrock on the basis of visual classification of disturbed auger cuttings and drilling characteristics. Core samples and petrographic analysis may reveal other rock types.

PREVIOUS SUBSURFACE INFORMATION

GeoSource reviewed the "Subsurface Exploration and Engineering Evaluation”, prepared by

GeoSource, LLC in 2015 for Runway 13-31 at Forbes Field. Subsurface data from the previous site investigation was used in our evaluation of the subsurface conditions and in the formulation of the geotechnical engineering recommendations that are presented in the following sections of this report.

EXISTING PAVEMENT AND SUBSURFACE CONDITIONS

The existing pavement section at most of the boring locations consisted of about 14 to 20 inches of

Portland Cement Concrete (PCC). The concrete was overlaid with 3 to 5 inches of asphalt pavement at boring locations B-1, B-2, B-6, B-8, B-9, B-10, B-11 and B-17. At Boring B-11, the existing pavement

Project No. D18G2061 section was comprised of about 6 inches of concrete (PCC), that had been overlaid with about 6 inches of asphalt. At Boring B-20, the existing pavement section consisted of about 18 inches of asphalt.

Beneath the existing pavement, the test borings encountered undocumented clay fill and naturally deposited clay soils that continued to depths of about 7 feet to more than 10 feet below the existing pavement surface. The undocumented fill and natural clay soils were visually classified as fat clay

(CH), lean to fat clay (CL/CH), and lean clay (CH) soils. The consistency of the subgrade soils varied from soft to very stiff, with unconfined compressive strengths ranging from about 650 to 7760 psf. The moisture content of the subgrade materials varied from 17.1 to 32.7 percent, and dry densities of 87 to

110 pcf. Atterberg Limits performed on selected samples of the existing subgrade soils indicated

Liquid Limits that ranged from 31 to 73, with Plasticity Indices of 14 to 45.

Laboratory tests performed on the bulk soil samples that were composited from the borings yielded similar test results. Atterberg Limits tests of these soils indicated Liquid Limits ranging from 49 to 60 percent and Plasticity Indices of 28 to 36 percent. The moisture-density relationship of these soils, using modified Proctor (ASTM D-1557) compaction procedures, resulted in maximum dry densities ranging from 111 to 115 pcf and corresponding optimum moisture contents of 14.5 to 16 percent. California bearing ratio tests performed on laboratory compacted specimens of the existing subgrade soils indicated

CBR values ranging from 2.6 of 3.2.

Shale bedrock was encountered below the clay soils in Borings B-12 through B-14 and Borings B-17 through B-20, at depths ranging from about 7 to 8 feet below the existing pavement surface. The shale was described as highly weathered, relatively soft, and olive tan to tan to yellowish tan in color.

GROUNDWATER OBSERVATIONS

Groundwater observations were made both during and after completion of drilling operations. All of the borings remained dry and no visible groundwater was observed at the time the subsurface

Project No. D18G2061 exploration work was performed. The materials encountered in the borings have relatively low permeabilities and observations over an extended period of time through the use of piezometers or cased borings would be required to better define current groundwater conditions.

The local water table was not identified in the exploratory borings. The low permeability of the soils makes it unlikely for the groundwater level to rise near the pavement. However, the high plasticity of these soils does make them extremely susceptible to volume change as water enters and exits these layers. Subsequent sections of this report address our recommendations for volume change abatement.

In previous borings conducted at Forbes Field, perched groundwater has been encountered near the soil mantle/bedrock contact. A perched groundwater condition occurs when surface water percolates downward through the clay overburden soils to the less permeable shale bedrock units. This commonly creates a zone of saturated clay soils above the shale that have relatively low strength and high compressibility, which appears to be the condition encountered in some of the test borings. Groundwater quantities, where perched conditions exist, are normally small and any dewatering can generally be accomplished with conventional sump pumps and/or area French drains.

Fluctuations of groundwater levels can occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the borings were performed. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

CONCLUSIONS AND RECOMMENDATIONS

Based on the results of our evaluation, it is our professional opinion that the proposed project site can be developed for the proposed apron and taxiway reconstruction using conventional grading and pavement construction methods. The major concerns, from a geotechnical engineering standpoint, were the presence of expansive fat clays at this site and the relatively high moisture content and lower

Project No. D18G2061 consistency of some of the subgrade soils that were encountered below the existing pavement section.

Tests indicated that the undocumented clay fill and naturally deposited clay soils that underlie the apron and taxiway areas have moderate to very high shrink-swell potential. These soils have the potential to undergo significant volume change as soil moisture contents change with seasonal variations in precipitation. To reduce the potential for subgrade volume change and pavement movement, we have recommended that the upper 8 inches of the subgrade be stabilized with hydrated lime, creating a Lime-Treated Subgrade (LTSG).

The other major concern is related to the high moisture contents and low consistencies of some of the subgrade soils that were encountered. Following removal of the existing pavement section, it is anticipated that the subgrade soils in some areas will be relatively wet and soft and will need to be removed and replaced with controlled structural fill if they cannot be stabilized in place.

Recommendations presented in the following sections outline procedures for site preparation and treatment of the onsite soils that are intended to produce subgrades that are suitable for support of pavements.

SITE PREPARATION

Initial site preparation for the proposed project should commence with demolition of the existing structures and pavements within proposed construction areas. Demolition should include complete removal of the existing pavements and other appurtenant structures. All broken concrete, asphalt and other debris from demolition of the existing pavement and other structures should be removed from the site.

Areas disturbed during demolition of the existing pavement and structures should be thoroughly evaluated by the geotechnical engineer prior to placement of structural fill. All disturbed soils should be undercut prior to placement of controlled structural fill.

Project No. D18G2061

For any adjacent vegetated areas, site preparation should include stripping of all vegetation and topsoil from the proposed construction area. Stripping to a depth of approximately 10 to 12 inches would be anticipated for most areas. The stripping depths required will likely vary and should be adjusted to remove all vegetation and root systems. A representative of GeoSource should observe the stripping operations to evaluate that all unsuitable materials have been removed. Soils removed during site stripping operations could be used for final site grading outside the building and pavement areas. Care should be exercised to separate these materials to avoid incorporation of the organic matter in structural fill sections.

Relocation of any existing utility lines within the zone of influence of proposed construction areas should also be completed as part of the site preparation. The lines should be relocated to areas outside of the proposed construction. Excavations created during the removal of the existing lines should be cut wide enough to allow for use of heavy construction equipment to recompact the fill. In addition, the base of the excavations should be thoroughly evaluated by a geotechnical engineer or engineering technician prior to placement of fill. All fill should be placed in accordance with the recommendations presented in the

Structural Fill section of this report.

Based on our findings, we anticipate that wet, unstable soils will be encountered immediately below the existing pavement at some locations. Unstable materials should be removed and/or moisture conditioned and recompacted. Recompaction of these soils should be between 88 to 92 percent of Modified Proctor

(ASTM D-1557) maximum dry density, with a moisture content between plus 3 and 5 percent of optimum as determined by the Modified Proctor (ASTM D1557) test procedure. Compaction should be maintained within the recommended ranges to avoid increasing the swell potential of the onsite plastic clay soils.

Methods for moisture conditioning are described further in this section.

Prior to treatment with hydrated lime, it is recommended that the exposed subgrade be thoroughly proofrolled. Proofrolling aids in identifying unstable and disturbed areas. Soft or unsuitable areas identified during the proofrolling operation should be undercut and replaced with controlled structural

Project No. D18G2061 fill. Proofrolling should be performed with a fully loaded, tandem-axle dump truck or other similar equipment that provides equivalent subgrade loading.

If soft or unstable conditions are encountered during the proofrolling operation, stabilization of the subgrade soils may be required. Clean crushed rock having a particle diameter of 3 to 6 inches or larger could be used to stabilize the subgrade prior to placement of structural fill. After initial undercutting, the large size rock would be spread over the unstable subgrade and worked into the soft soils by close tracking with a bulldozer or other suitable construction equipment. Additional rock would be added until the subgrade becomes firm enough to support construction equipment. Class “C” Fly Ash could be used as a drying agent. It is anticipated that 5% (on a dry weight basis) would be required to thoroughly dry unstable material. The use of a geogrid or geotextile fabric, in conjunction with crushed rock, could also be considered as a means of stabilizing the exposed grade and may reduce the amount of stabilization rock required.

LIME TREATED SUBGRADE

The borings and laboratory test results indicated that the existing fill and natural clays that underlie the existing KANG parking aprons and taxiway areas are generally composed of moderate to very high shrink-swell potential soils. For these types of clay soils, we recommend that the upper 8 inches of the subgrade be stabilized with hydrated lime, prior to placement of the new pavement section. Based on the soil types encountered in the borings, it is anticipated that the amount of hydrated lime that will be required for proper treatment of the onsite subgrade materials will be approximately 5 percent (dry weight basis). Laboratory tests are being performed to determine that amount of hydrated lime required.

The procedures for lime stabilization have been used for a number of years and the construction procedures outlined in Section 302 of the Kansas Department of Transportation 2007 Standard

Specifications are recommended for this project. Lime treatment of the subgrade requires double

Project No. D18G2061 mixing of the lime treated subgrade, with an intervening mellowing period (cure period) of at least 24 to 48 hours between initial and final mixing.

It is recommended that the hydrated lime be incorporated into the subgrade soils using a Bomag MPH-

100, or other suitable mixing equipment. Initial compaction should be accomplished with a vibratory padfoot roller operating immediately behind the mixing equipment. Final compaction should be performed using a rubber-tired roller to provide uniform compaction at the surface of the stabilized section.

It should be recognized that lime treatment of subgrade soils requires suitable equipment and construction procedures to achieve optimum results. It is recommended that prospective contractors for this project have satisfactorily completed at least five stabilization projects of a similar nature. The contractor should identify all equipment to be used, prior to commencing the stabilization work.

Specifications for lime stabilization are presented in Section 302 of the KDOT 2007 Standard

Specifications, which are available at the KDOT web site.

Any fill material required to bring the grade up to the level of the LTSG should be properly moisture conditioned and compacted. Fill material should be compacted to meet 88 to 92 percent of the maximum dry density and a moisture range of 3 to 5 percent above optimum, according to the

Modified Proctor results.

PAVEMENTS

Parking aprons and taxiway subgrades should be prepared in accordance with the recommendations given in the Site Preparation section of this report. The existing subgrade soils are considered poor subgrade materials for support of pavements. Based on the results of the laboratory CBR tests and on previous experience with similar soils, a design CBR value of 3 is recommended for design of the proposed apron and taxiway pavements sections. This value would correspond to a resilient subgrade

Project No. D18G2061 modulus of about 4,200 psi, which is used in the design of flexible pavement sections (asphalt pavements). A modulus of subgrade reaction (k) of 100 pci would be recommended for design of rigid pavements (concrete pavements). Laboratory tests performed on a sample of the clay subgrade soil obtained in 2015 from Runway 13-31 was treated with 5 percent hydrated lime and indicated a CBR value of 36.1 for 0.1 inches of penetration. The lime treated clay had a Liquid Limit of 43, a Plastic

Limit of 32 and a Plasticity Index of 10.

We understand that the proposed pavement section that is currently planned will be similar to that used for Runway 13-31 and will consist of a full-depth Portland cement concrete pavement (PCC) with a minimum thickness of 16 inches. This surface PCC will be underlain by 6 inches of Cement

Stabilized Base Drainage Layer, below which is at least 8 inches of lime treated subgrade (LTSG) over geotextile fabric.

Table 1. Proposed Pavement Section for KANG Aprons & Taxiways

Material Thickness (inches)

Portland Cement Concrete Pavement (PCC) 16

Cement Stabilized Base Drainage Layer 6

Lime-Treated Subgrade (LTSG) 8

Geotextile Fabric

We recommend that the subgrade be evaluated by proofrolling immediately prior to paving. The moisture content and density of the top 8 inches of the subgrade should be checked within two days prior to commencement of actual paving operations. If the material is not in compliance with the required ranges of moisture or density, the subgrade should then be moisture conditioned and recompacted. If any significant event, such as precipitation, occurs after the evaluation, the subgrade should be reviewed by qualified personnel immediately prior to placing the pavement. The subgrade should be in its finished form at the time of the final review.

Project No. D18G2061

Proper drainage is a key to the long-term performance of any pavement section. It is recommended that all pavements be properly sloped to provide rapid runoff of surface water. Water should not be allowed to pond on or adjacent to pavements, since this could result in saturation of the subgrade and cause premature deterioration of pavements. Pavements in Kansas are normally subjected to 30 or more freeze-thaw cycles in any given year. Because of this, periodic maintenance of all of the pavements is essential to long term performance and should be anticipated. This should include sealing of all cracks and joints and by maintaining proper surface drainage next to paved areas.

CLIMATIC CONDITIONS

Weather conditions will influence the site preparation required. In spring and late fall, following periods of rainfall, the moisture content of the near surface soils may be significantly above the optimum moisture content. Additionally, it is common to encounter wet, unstable soils upon removal of existing pavements as a result of moisture becoming trapped beneath relatively impervious Portland cement concrete or asphalt pavements. These conditions could seriously impede grading by causing an unstable subgrade condition. Typical remedial measures include aerating the wet subgrade, or removal of the wet materials and replacing them with dry materials and/or treating the wet materials with hydrated lime, Portland cement or Class “C” fly ash.

If site grading commences during summer months, the moisture contents of the onsite fat clay soils may be abnormally low, which can significantly increase the swell potential of these materials.

Typically, discing and moisture conditioning of the exposed subgrade materials to the moisture content criteria outlined in the Structural Fill section will reduce this swell potential of the dry materials. As an alternative, the dry materials could be undercut and replaced with structural fill.

Project No. D18G2061

EXCAVATIONS

Excavations will generally not be required at this site, except for pavement removal and subgrade preparation. It is anticipated that the subgrade excavations will be in clay soils above the water table.

Temporary construction slopes should be designed in strict compliance with the most recent governing regulations. For the near surface soils at this site, it is recommended that temporary construction slopes be no steeper than 1(H) to 1(V). Construction slopes should be closely observed for signs of mass movement:

tension cracks near the crest, bulging at the toe, etc. If potential stability problems are observed, the geotechnical engineer should be immediately contacted. The responsibility for excavation safety and stability of temporary construction slopes should lie solely with the contractor.

PLANS AND SPECIFICATIONS REVIEW

It is recommended that the geotechnical engineer be provided the opportunity to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical engineering recommendations in the design and specifications. In the event that

GeoSource is not given the opportunity to perform this recommended review, we will assume no responsibility for misinterpretation of our geotechnical engineering recommendations.

CONSTRUCTION OBSERVATION AND TESTING

To effectively achieve the intent of the geotechnical recommendations presented in this report and to maintain continuity from design through construction, GeoSource should be retained to provide observation and testing services during earthwork and pavement construction phases of the project.

This will provide the geotechnical engineer with the opportunity to observe the subsurface conditions encountered during construction, evaluate the applicability of the geotechnical recommendations presented in our report as they relate to the soil conditions encountered, and to provide follow up recommendations if conditions differ from those described in our report.

LIMITATIONS

The analysis and recommendations submitted in this report are based in part upon the subsurface information obtained from the exploration points performed at the indicated locations and our present knowledge of the proposed construction as outlined in the Project Description. Subsurface conditions may vary between the exploration points and across the site and our report does not reflect any variations which may occur. The nature and extent of such variations may not become evident until construction. If subsurface conditions are encountered during construction that differ from those described in this report, GeoSource should be notified immediately so that a review may be made and any supplemental recommendations provided. If the scope of the proposed construction from that described in this report, our recommendations should also be reviewed and the recommendations modified accordingly.

This report has been prepared in accordance with the generally accepted geotechnical engineering practice as it exists in the area at the time of our study. No warranty is expressed or implied. The recommendations provided in this report are based on the assumption that an adequate program of observation and testing will be conducted during the construction phase in order to evaluate compliance with our recommendations. Our scope of services did not include any environmental assessment or exploration for the presence of hazardous or toxic materials in the soil, surface water, groundwater or air, on, below or around this site.

This report has been prepared for the exclusive use of our client for specific application to the project discussed. Any party other than the client who wishes to use this report shall notify GeoSource in writing of such intended use. Additional work may be required before an updated report can be issued.

Non-compliance with any of these requirements will release GeoSource from any liability resulting from the use of this report by any unauthorized party and client agrees to defend, indemnify and hold harmless GeoSource from any claim or liability associated with such unauthorized or non-compliance.

APPENDIX A

FIGURES 1, 2, 3 & 4: BORING LOCATION SKETCHES

BORING LOGS

GENERAL NOTES AND TERMS

BORING LOG SYMBOLS

Boring Location Sketch Figure 1

KANG Aircraft Parking Ramp Repair

Forbes Field

Topeka, Kansas

Approved By: JJZ

B-1

Taxiway Alpha

B-2

B-4

B-5

B-7

B-3

B-8B-6

Main Apron

Boring Location Sketch Figure 2

KANG Aircraft Parking Ramp Repair

Forbes Field

Topeka, Kansas

Approved By: JJZ

B-9

Taxiway Alpha

B-10

B-11

B-13

B-14

B-12

B-16B-15

Main Apron

Transient ApronH a n g er

A cc es s

T a x iw a y

Boring Location Sketch Figure 3

KANG Aircraft Parking Ramp Repair

Forbes Field

Topeka, Kansas

Approved By: JJZ

Taxiway Alpha

B-17

Runup Apron

Boring Location Sketch Figure 4

KANG Aircraft Parking Ramp Repair

Forbes Field

Topeka, Kansas

Approved By: JJZ

B-18

B-20

B-19

Hanger Access Apron

30.3

32.2

21.7

PA

ST

PA

ST

PA

ST

Asphaltic Concrete (3") Portland Cement Concrete (16")

FILL, lean to fat clay, stiff, gray-brown and gray to olive-brown, with silt

FAT CLAY, medium stiff, dark gray-brown, with trace organics (B-horizon)

LEAN CLAY, very stiff, gray-brown, with silt

BOTTOM OF BORING

1.5

5.5

7.0

10.0

CL

CH

CH

CL

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,971,976.0NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

237,892.5

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-12-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-12-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-1

PROJECT NAME

METHOD

26.8

26.9

26.7

PA

ST

PA

ST

PA

ST

Asphaltic Concrete (3") Portland Cement Concrete (15")

FILL, fat clay, stiff, gray and gray-brown, with silt

FILL, fat clay, very stiff, gray and red-brown, with trace silt

FAT CLAY, very stiff, gray and brown, dessicated, with fine organics, B-horizon

BOTTOM OF BORING

ATTERBERG LIMITS

Sample 1, Depth 1.5-3.5 feet

LL PL PI

53 22 31

1.5

5.5

8.0

10.0

CH

CH

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,972,086.2NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

237,778.4

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-12-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-12-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-2

28.8

25.5

19.6

PA

ST

PA

ST

PA

ST

Portland Cement Concrete (20")

FILL, lean clay, medium stiff, dark gray-brown, with trace silt, petroleum odor

FAT CLAY, very stiff, dark gray, trace organics (B-horizon)

LEAN CLAY, stiff, red-tan, with trace silt

BOTTOM OF BORING

1.7

5.0

8.0

10.0

CL

CH

CL

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,971,693.9NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

237,919.2

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-12-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-12-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-3

*4000

29.3

24.2

25.0

PA

ST

PA

ST

PA

ST

Portland Cement Concrete (20")

FAT CLAY, stiff, dark gray-brown, with silt

BOTTOM OF BORING

ATTERBERG LIMITS

Sample 2, Depth 5-7 feet

LL PL PI

58 22 36

1.7

10.0

CH

CH

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,972,063.0NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

237,614.6

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-12-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-12-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-4

*3500

30.1

25.2

28.4

PA

ST

ST

PA

ST

Portland Cement Concrete (18")

FILL, fat clay, stiff, gray

FILL, sand, loose, brown

FILL, lean to fat clay, soft, gray and dark gray-brown

BOTTOM OF BORING

ATTERBERG LIMITS

Sample 1, Depth 1.5-3.5 feet

LL PL PI

62 22 40

1.5

5.0

5.8

10.0

CH

CH

CL

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,971,962.3NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

237,376.8

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-17-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-17-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-5

28.8

30.5

28.4

PA

ST

ST

PA

ST

Asphaltic Concrete (3") Portland Cement Concrete (15")

FAT CLAY, stiff, dark gray and gray, moist

BOTTOM OF BORING

ATTERBERG LIMITS

Sample 1, Depth 1.5-3.5 feet

LL PL PI

73 28 45

1.5

10.0

CH

CH

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,971,424.1NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

237,515.1

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-13-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-13-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-6

*1500

26.0

28.1

28.6

28.0

PA

ST

ST

ST

PA

ST

Portland Cement Concrete (18")

FILL, lean to fat clay medium stiff, bluish gray (slight petroleum odor)

FILL, fat clay, medium stiff, olive yellow and olive mixed

FILL, fat clay, stiff, greenish black

BOTTOM OF BORING

1.5

3.5

6.0

10.0

CL

CH

CH

CH

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,971,741.0NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

237,299.0

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-17-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-17-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-7

*3000

32.7

25.6

28.4

PA

ST

ST

PA

ST

Asphaltic Concrete (3") Portland Cement Concrete (15")

FILL, fat clay, stiff to very stiff, gray-brown, olive and greenish gray mixed

FILL, lean to fat clay, stiff, dark gray, olive and greenish black mixed

BOTTOM OF BORING

1.5

7.0

10.0

CH

CH

CL

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,971,880.2NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

237,085.2

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-13-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-12-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-8

*3000

29.7

28.5

26.1

PA

ST

ST

PA

ST

Asphaltic Concrete (4") Portland Cement Concrete (14")

FILL, fat clay, gray and gray-brown, with silt

FILL, lean to fat clay, very stiff, dark gray-brown

FILL, lean clay, very stiff, brown and greenish gray mixed

BOTTOM OF BORING

ATTERBERG LIMITS

Sample 1, Depth 1.5-3.5 feet

LL PL PI

57 22 35

1.5

3.0

7.0

10.0

CH

CL

CL

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,972,429.9NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

237,426.0

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-12-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-12-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-9

17.1

25.0

27.3

PA

ST

ST

PA

ST

Asphaltic Concrete (4") Portland Cement Concrete (14")

FILL, fat clay, very stiff, dark gray and greenish gray mixed, the upper 3 feet was desiccated

FAT CLAY, stiff, olive gray to reddish brown, slickensided

BOTTOM OF BORING

1.5

6.0

10.0

CH

CH

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,972,851.0NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

236,953.4

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-12-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-12-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-10

29.4

23.0

20.7

PA

ST

ST

PA

ST

Asphaltic Concrete (6") Portland Cement Concrete (6")

FAT CLAY, stiff, olive gray to gray brown, trace iron nodules

FAT CLAY, very stiff, olive brown mottled reddish brown and gray, trace iron nodules

BOTTOM OF BORING

1.0

6.0

10.0

CH

CH

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,973,043.4NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

236,792.7

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-17-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-17-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-11

30.1

25.2

24.9

21.2

PA

ST

PA

ST

PA

ST

Portland Cement Concrete (20")

FILL, fat clay, stiff, dark gray brown and greenish gray mixed

FAT CLAY, stiff to very stiff, gray brown

**SHALE, highly weathered, soft, olive brown

BOTTOM OF BORING

**Rock classification is based on drilling characteristics and visual observation of disturbed samples. Core samples may reveal other rock types.

1.6

5.0

8.0

10.0

CH

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,972,389.2NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

237,281.3

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-12-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-12-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-12

*2500

25.1

30.0

32.0

PA

ST

ST

PA

ST

Portland Cement Concrete (19")

FILL, fat clay, stiff, dark gray brown and grayish green mixed

FAT CLAY, stiff, gray brown

**SHALE, highly weathered, soft, olive brown

BOTTOM OF BORING

ATTERBERG LIMITS

Sample 1, Depth 1.6-3.6 feet

LL PL PI

60 24 36

**Rock classification is based on drilling characteristics and visual observation of disturbed samples. Core samples may reveal other rock types.

1.6

4.0

8.0

10.0

CH

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,972,246.3NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

237,141.3

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-17-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-17-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-13

24.1

29.9

31.7

PA

ST

ST

PA

ST

Portland Cement Concrete (18")

FILL, fat clay, very stiff, dark gray brown and bluish gray mixed

FAT CLAY, stiff, dark brown

**SHALE, highly weathered, soft, olive tan to gray brown

BOTTOM OF BORING

**Rock classification is based on drilling characteristics and visual observation of disturbed samples. Core samples may reveal other rock types.

1.5

3.5

7.5

10.0

CH

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,972,348.9NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

236,821.8

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-17-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-17-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-14

27.9

31.5

29.2

PA

ST

ST

PA

ST

Portland Cement Concrete (18")

FILL, fat clay, stiff, dark gray brown and greenish gray mixed

BOTTOM OF BORING

1.5

10.0

CH

CH

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,972,067.3NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

236,965.9

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-13-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-13-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-15

25.5

27.9

30.4

PA

ST

ST

PA

ST

Asphaltic Concrete (4") Portland Cement Concrete (15.25")

FAT CLAY, very stiff, dark brown

FAT CLAY, very stiff, gray-brown

FAT CLAY, soft, gray mottled reddish brown

BOTTOM OF BORING

1.5

4.0

8.0

10.0

CH

CH

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,972,421.5NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

236,532.8

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-13-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-13-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-16

21.0

28.5

21.8

PA

ST

PA

ST

PA

ST

Asphaltic Concrete (5") Portland Cement Concrete (16")

LEAN CLAY, stiff, dark brown to reddish brown

FAT CLAY, stiff, reddish brown, with iron nodules

**SHALE, weathered, soft, yellowish brown

BOTTOM OF BORING

ATTERBERG LIMITS

Sample 1, Depth 1.8-3.8 feet

LL PL PI

43 20 23

**Rock classification is based on drilling characteristics and visual observation of disturbed samples. Core samples may reveal other rock types.

1.8

4.5

7.0

10.0

CL

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,973,556.0NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

236,287.3

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-12-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair

12-12-18

HAMMER

G R

A P

H

IC

L O

G

M O

IS

T

U R

E C

O N

T E

N T

BORING STARTED

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

B

LO

W S

/F T

* Calibrated Penetrometer

MATERIAL DESCRIPTION

Forbes Field

D-50

DRILLING COMPANY

EASTING

Dry

STATION

4-inch Flight Augers

APPROVED

Auto AECOM Engineering CompanyOWNER / ENGINEER

LOG OF BORING NO. B-17

*2500

27.2

20.6

24.1

PA

ST

ST

PA

ST

Portland Cement Concrete (18")

SAND, fine to medium grained, brown

FAT CLAY, stiff, gray to gray-brown mottled reddish brown

**SHALE, highly weathered, soft, tan

BOTTOM OF BORING

**Rock classification is based on drilling characteristics and visual observation of disturbed samples. Core samples may reveal other rock types.

1.5 2.2

7.0

10.0

CH

CH

S A

M P

LE

N

O

Dry

JB

OFFSET

BOREHOLE INFORMATION

1,972,127.8NORTHING

D R

Y D

E N

S

IT

Y P

C F

Topeka, Kansas

DRILLER

WATER LEVEL OBSERVATIONS

BORING COMPLETED

U N

IF

IE

D S

O

IL

S Y

M B

O L

236,371.6

JOB #

RIG

U N

C O

N F

IN

E

D S

T R

E N

G T

H P

S F

WOH - Weight of Hammer

R E

C O

V E

R Y

12-17-18

The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be more gradational in nature.

A.B.

GeoSource, LLC

D18G2061Backfilled @ Completion

D E

P T

H , F ee t.

JJZ

SITE LOCATION

S A

M P

LE

T

Y P

E

W.D.

KANG Aircraft Parking Ramp Repair