5-RFB 4482 - Geotech Report for Airpark Court.pdf

1535 Old Finchville Road • Shelbyville, Kentucky 40065 • office 502.437.5650 • fax 502.633.7513 400 E. Second Street • Owensboro, Kentucky 42303 • office 270.645.5000

REPORT OF GEOTECHNICAL

SUBSURFACE CHARACTERIZATION

AIRPARK DRIVE EXTENSION

OWENSBORO, KENTUCKY

PROJECT: 2605.0012.SHE

APRIL 9, 2026

PREPARED FOR:

CITY OF OWENSBORO

ENGINEERING DEPARTMENT

1410 W 5TH ST

OWENSBORO, KY - 42301

BY:

CTL ENGINEERING, INC,

CTL Engineering, Inc.

400 East Second Street, Owensboro, KY 42303 Phone: (270) 645-5000 email: Pwest@ctleng.com AN EMPLOYEE OWNED COMPANY

Consulting Engineers • Testing • Inspection Services • Analytical Laboratories Established 1927

Offices: Ohio, Indiana, Kentucky, North Carolina, South Carolina, Virginia, West Virginia, India

April 9, 2026

City of Owensboro Attn: Kevin Collignon Engineering Department 1410 W 5th St Owensboro, KY – 42301 Kevin.Collignon@owensboro.org

Subject: Report of Geotechnical Subsurface Characterization Airpark Drive Extension CTL Project 2605.0012.SHE

Dear Mr. Collignon, CTL Engineering, Inc., has completed the geotechnical subsurface characterization for the proposed Airpark Drive

Extension (Airpark Court). This exploration was in general accordance with our proposal 2605.0018.SHE.PPL, dated

February 20, 2026, which was accepted by Mr. Kevin Collignon, City Engineer. The purpose of this exploration was to obtain subsurface data to develop site preparation and pavement design recommendations for the proposed development.

This report describes our understanding of the project, summarizes our findings, discusses the geotechnical concerns, and contains our engineering recommendations.

PROJECT INFORMATION

Project information has been provided through correspondence with you. We have been provided with the following documents:

• AIRPARK.pdf, Major Subdivision Preliminary Plat, prepared by Bryant Engineering, dated January 5, 2026

• PLAN-MSPP-PROFILE.pdf, Airpark Court preliminary profile grade

• PLAN-MSPP_2026-03-05.pdf, Airpark Expansion, Preliminary Construction Plan

• Southtown Boulevard Report 3.30.12.pdf, prepared by American Engineers, Inc., dated March, 2012

• Construction plan typical section pavement details from nearby projects:

o airpark pavement section.pdf o airpark tamarack pavement section.pdf o airpark-unifirst pavement.pdf o pavement section southtown ext.pdf mailto:Kevin.Collignon@owensboro.org

Geotechnical Subsurface Characterization Airpark Drive Extension CTL Project 2605.0012.SHE

We understand that the City of Owensboro plans to extend Airpark Drive approximately 1384 feet southward from the intersection with Southtown Boulevard. The project is located on the southwest side of Owensboro, Kentucky. The roadway construction will include rough grading for the development lots.

From the preliminary grading information provided, as much as 10 feet of material will be cut to form a stormwater detention basin. The general lot grading will have less than 2 feet of fill will be required to achieve final rough grade. There are no below grade structures or retaining walls proposed for the project.

FINDINGS

As part of our geotechnical site characterization, we observed site conditions, reviewed regional geological maps, performed a subsurface exploration, and observed the groundwater conditions. The following sections report our findings.

Site Surface Conditions

Mr. Paul M. West, PE, with CTL Engineering, observed the surface conditions on March 9, 2026, to aid in interpreting the subsurface data and to detect conditions that could affect the project. The following is a general description of the site.

The Airpark expansion, including Airpark Court, is to be constructed on approximately 91 acres of crop land in a semi-rural area. The proposed construction site lies between the existing

Airpark industrial complex to the north and row crop farmland to the south. The proposed development is bound on the east by

Carter Road with a residential development further east. To the west is the south end of a runway for Owensboro-Daviess County

Regional Airport. The site slopes from the near center of the property to the east toward Carter Road Ditch, to the south to a tributary to Carter Road Ditch and to the west to a pond. The highest elevation is in the center at approximately 402 feet. The lowest point, which is on the southeast corner, is at an elevation of 392 feet.

The site was observed to be adequately drained, as the slope directs surface water towards the above mentioned features with assistance provided by farm surface ditching. Some minor areas of surface water puddling was evident on the site.

Figure 1 The Airpark Extension is located just east of the south end of the Owensboro-Daviess County Regional Airport runway.

Figure 2: This view facing south along the proposed roadway alignment shows the current land use as agricultural row crop.

Area Geology

The Geologic Map of the Panther Quadrangle, Kentucky, (GQ-866), published by the U.S. Geological

Survey indicates the site is underlain by Tazewell

Glaciations outwash deposit. The deposit generally consists of sand, silt, clay, and gravel. The yellowish brown to gray sand is generally fine near the surface and increases in size to gravel at depth. The clay and silt are yellowish brown near the surface and gray at depth and may be interbedded with sand and silty plastic clay. The clay may be lacustrine (lake deposit) in origin. The gravel occurs at depth and is subangular to subrounded pebbles of quartz, white and brown chert. Some igneous and metamorphic rocks of glacial origin are also present.

Figure 3: The project site is underlain by Tazewell outwash indicated by light green shading on the geologic map

A review of The Geohydrology and Simulation of Ground-Water Flow for the Ohio River Alluvial Aquifer near

Owensboro, Northwestern Kentucky, published by USGS indicates a top-of-rock elevation of 240 feet National Geodetic

Vertical Datum (NGVD). Using an approximate site elevation of 403 feet interpolated from 10-foot contours on the topography map by the USGS, the depth to rock is about 163 feet deep at the site.

The site is rated as non-Karst by the KGS, indicating that the geologic conditions present on the site are not typically susceptible to the solutioning activity that causes sinkholes and Karst conditions.

Subsurface Exploration

After researching the readily available published geological information, a preliminary subsurface profile is formulated. The soil exploration program is a means to substantiate the assumptions made in our preliminary profile and assist us in developing a representative subsurface profile of the site. The subsurface conditions will vary between test pits thereby making the development of a representative and reliable profile dependent upon the number of data points obtained during the field operations. The following discusses our interpretation of the subsurface profile on the site based on the published information and the results of our exploration. The individual Test Pit Logs attached to this report will have specific details at the location of the excavation.

Field Exploration and Testing Methods

We excavated nine test pits to explore the subsurface conditions across the site. Mr. Paul M. West, PE, directed excavation operations. The excavation locations were located in the field by using a cloth tape measure to determine offsets from the staked center of the proposed roadway. Test pit surface elevations were interpolated from contours on the provided plans. Because of the methods used, the excavation locations shown on the Test Pit Location Plan and the surface elevations shown on the Test Pit Logs in the attachments are approximate. The stratification lines shown on the Test Pit Logs represent the approximate boundaries between soil types. The transitions may be more gradual than shown.

We obtained soil samples from the excavation cuttings. The soil samples were sealed in the field and returned to our laboratory where Mr. West assigned the applicable laboratory tests. The soil samples were visually classified, by Mr.

West, the project geotechnical engineer, according to the Unified Soil Classification System (USCS, ASTM D2487). We conducted moisture contents on several soil samples. Atterberg limits tests were performed on selected soil samples to determine the engineering properties of the soil. A standard Proctor test (ASTM D698) was also performed on five bulk soil sample obtained at the site.

Figure 4: The aerial image with development plan overlay shows the location of proctor samples P-2 to P-5

The procedures used by CTL Engineering for field and laboratory sampling and testing are in general accordance with ASTM procedures and established engineering practice. A brief summary of the field and laboratory procedures is included in the attachments.

Subsurface Conditions

Topsoil across the site generally varies from 6 to 12 inches. Beneath the topsoil, lean clay was found and extended to the excavation termination depth. Soil consistency and strength was measured using a dynamic cone penetrometer (DCP). DCP N-values ranged from 2 to more than 20 bpi. DCP N-values in the upper protion of the clay stratum generally ranged from 4 to 8 bpf indicating firm to stiff. At a few locations near or below the watertable, lower N-values were encoutered at depths below about 5 feet.

The penetration values indicate soft consistency. Soil plasticity tests (Atterberg limits) performed on three soil samples from Test pits TP-1, TP-8, and P-1 taken at TP-5 indicated liquid limits ranging from 32 to 43 with plasticity indexes ranging from 11 to

21. Using these laboratory tests and the USCS, we classified soil samples as “CL” (a clay with low to medium plasticity).

Figure 5: Soil strength was measured using a manually operated DCP.

Groundwater

Groundwater was encountered during our field exploration. The table to the right summarizes our observations. The proctor sample locations did not have evidence of seepage to the termination depths of 6 to 8 feet.

Groundwater seepage may affect development of the site. The proposed roadway between stations 11+50 and 15+00 is cut below existing ground elevation and may encounter soft, saturated soils during subgrade preparation.

LIMITATIONS OF RECOMMENDATIONS

This report has been prepared for the exclusive use of the City of Owensboro for specific application to the project site. Our recommendations have been prepared using generally accepted standards of geotechnical engineering practice in the Commonwealth of Kentucky. No other warranty is expressed or implied. This company is not responsible for the conclusions, opinions, or recommendations of others based on this data. Additionally, our conclusions and recommendations are based on the information provided to us, the data obtained from our subsurface exploration, and our experience. They do not reflect variations in the subsurface conditions that are likely to exist between borings and in unexplored areas of the site. These variations result from the geologic variability of the subsurface conditions.

If conditions are different than those encountered in our exploration, it will be necessary for us to re-evaluate our conclusions and recommendations based on on-site observation of the conditions. For more information on the use and limitations of this report, please read the GBA document included in the attachments.

If the overall location of the project is changed, the recommendations contained in this report must not be considered valid unless our firm reviews the changes and our recommendations are modified. When the design is finalized, we should be allowed to provide the additional service of reviewing the grading plan and applicable portions of the project specifications. This review will allow us to check whether these documents are consistent with the intent of our recommendations.

We may recommend that a supplementary exploration be performed when significant design changes, such as the movement of the project, are incorporated into the final design after the geotechnical exploration has been completed. This supplementary exploration may include obtaining additional soil data along the new alignment to provide specific recommendations.

Location Depth Elevation

TP-1 3.5 390.9

TP-2 5 391.2

TP-3 5.8 388

TP-4 Dry

TP-5 6 388.2

TP-6 4 390.7

TP-7 2.5 393.4

TP-8 2 395.1

TP-9 5 391.7

P-2 Dry P-3 Dry P-4 Dry P-5 Dry

Groundwater Observations

EARTHWORK RECOMMENDATION

The preliminary grading shown on the provided plan set suggests as much as 10 feet of material will be cut from the stormwater detention basin and general lot grading will have less than 2 feet of fill placed to achieve final rough grade.

Stripping

Topsoil and debris should be stripped to prepare the site for construction. The stripping should extend 5 feet outside of the pavement and building areas. Abandoned buried utilities and utility trench backfill should also be removed. Vector representative should observe site stripping as previously unexplored or unknown conditions could become evident during these operations. Vector should be contacted if unusual or unexpected subsurface conditions (i.e. – such as buried underground structures) are encountered during stripping operations.

Subgrade Evaluation (Proofrolling)

After stripping, the subgrade should be evaluated by a geotechnical engineer by observing proofrolling.

Proofrolling consists of applying repeated passes (limit the passes to two on these silty clays) on the subgrade with a fully loaded dump truck or similar rubber tired vehicle. Any materials judged to deflect excessively under the wheel loads should be undercut to more stable soils or stabilized in-place before placing fill.

Mass Grading

After subgrade evaluation, fill areas may be brought to the planned rough grade elevations with structural fill. The following soil properties are laboratory test results from samples collected from the site (see figure 3 or locations and the attachments for testing details):

Proctor sample P-2 was taken from a stockpile of construction waste material containing soil, crushed stone, and asphalt fragments located on Tract 6. We do not approve of using this material for Roadway or Structural fill.

L.L. P.L. P.I.

P-2 Bulk CL 18.9 32 22 10 109.4/14.1

P-3 Bulk ML 27.3 29 24 5 103.4/17.2

P-4 Bulk CL 25.4 36 21 14 107.9/16.0

P-5 Bulk ML 24.5 31 26 5 103.6/15.8

SAMPLE

TYPE* USCS ATTERBERG LIMITS

NATURAL

MOISTURE

CONTENT,

MAX. DRY

DENSITY

PCF

/OPTIMUM

MOISTURE %

SAMPLE

Natural moisture content from samples P-3 to P-5 range from 24 to 27 percent. These moistures are higher than the optimum moisture contents (14 to 17 percent.) Therefore, the on-site soil will require significant manipulation (dried out) to be placed as structural fill.

Structural fill should be placed in relatively thin (6 to 8-inch) layers and compacted to at least 95 percent of the soil’s maximum dry density as determined by the standard Proctor compaction test. Additionally, the moisture content of the fill material should be maintained within 2 percent of its standard Proctor optimum moisture content. See the attached soil testing summary for the planned borrow soil parameters. If another borrow source is to be used, similar testing will be needed on the new source.

Roadway Fill Placement

Roadway subgrade is defined as 24 inches of compacted Roadway fill below the granular pavement subbase. In roadway cut sections, soil shall be removed 24 inches below the pavement section and replaced with “Roadway Fill”. After soil removal and subgrade evaluation by proofroll, fill areas may be brought to the planned subgrade elevations with roadway fill.

Natural moisture content from test pit bag samples range from 21 to 30 percent. This indicates the soils will need to be dried which will require significant manipulation to be used as structural fill.

Roadway fill should be placed in relatively thin (6 to 8-inch) layers and compacted to at least 98 percent of the soil’s maximum dry density as determined by the standard Proctor compaction test. Additionally, the moisture content of the fill material should be maintained within 2 percent of its standard Proctor optimum moisture content. See the attached soil testing summary for the planned borrow soil parameters. If another borrow source is to be used, similar testing will be needed on the new source.

Field Density Testing

In-place density testing must be performed as a check that the previously recommended compaction criteria (density and moisture) have been achieved. This allows our project engineer to monitor the quality of the fill construction and verify that the design criteria are being achieved in the field. The performance of roadway pavement will depend directly on the quality of the fill construction. The testing frequency for density tests performed on a full-time basis can be determined by our personnel based on the area to be tested, the grading equipment used, and construction schedule. Tests should be performed at vertical intervals of at least one-foot as the fill is being placed. We recommend that an engineering technician working under the direction of our project geotechnical engineer perform the density tests.

PAVEMENT RECOMMENDATIONS

Our pavement recommendations are based on the roadway subgrade being prepared in accordance with the earthwork recommendations of this report. The following additional discussion is should be considered in regard to the construction of the roadway pavement.

Soft Unstable Subgrade

Based on our local experience, generally, we anticipate the native soils will be stable if constructed during dry weather; however, we anticipate some areas of stabilization may be required.

When unstable subgrade is encountered, there are several methods available to stabilize the subgrade. Frequently, the construction team must weigh cost with a delay of schedule. If the construction schedule can allow some extra weeks for drying and working the damp soils, then expensive overruns can be avoided.

When unstable subgrade is encountered, CTL Engineering should be contacted to assist the construction team to select the best method for the project needs. Some typical subgrade stabilization methods include:

• Scarifying and Drying: In this method, the soil subgrade is plowed up, allowed to dry, and then recompacted.

• Soil Swap: Damp soils can be undercut and replaced with other soil from the site that is near the optimum moisture content. The damp soils are stockpiled, allow to dry, and then recompacted in the borrow source location.

• Undercut and Replace with Granular Fill: Generally, the fastest but most expensive method is to undercut 18 to 36 inches of soil and replace with granular fill. The granular fill typically consists of crushed limestone with gradation sizes of KYTC No. 2, No. 3, and No. 57.

• Chemical Stabilization or Modification: The addition of cement or lime to the soil will create a hard surface resistant to future surface water softening (waterproof). The process requires specialized equipment and typically a specialty contractor. Once implemented, the subgrade will remain stable and resistant to moisture fluctuations but must be protected from repeated heavy construction traffic.

Site Degradation During Construction

The on-site soils are deposits of low plasticity clay and silt. Our experience and published data suggest that these soils often provide poor subgrade support, will deteriorate from repeated passes of construction equipment, are sensitive to moisture content, and are difficult to compact, especially when wet.

During fill placement, it may be necessary to limit fill placement to two lifts per day. The newly placed fill may begin to pump. The site soils will need to rest and regain their strength after which fill placement may continue.

Pavement Thickness

For pavement to perform satisfactorily, the subgrade soils must have sufficient strength and be stable enough to avoid deterioration from construction traffic and support the paving equipment. In addition, the completed pavement sections must resist freeze/thaw cycles and wheel loads from traffic. The recommended pavement sections given below are based on the assumption that the pavement subgrade soils have been compacted to at least 95 percent of the standard Proctor maximum dry density at moisture contents as recommended previously in this report.

We understand the project team may elect to improve the roadway soil subgrade by using cement stabilization.

Chemically stabilized soils have several advances such as being water resistant and high strength which leads to longer pavement life. Below, we have provided an alternate design table assuming an increase in CBR values based on 6 percent by volume of cement incorporated into the top 16 inches of the soil subgrade.

The proposed roadway between stations 11+50 and 15+00 is cut below existing ground elevation and may encounter groundwater seepage during subgrade preparation. Minimizing infiltration of water into the subgrade and rapid removal of subsurface water are essential for the successful long-term performance of the pavement. Both the subgrade and the pavement surface should have a minimum slope of one-quarter inch per foot to promote surface drainage. If the pavement recommendation without stabilization is selected for use on the project, the design should include a pavement underdrain system. Side ditches should be at least 2 feet below the pavement surface and constructed prior to subgrade preparation.

The materials should conform and be placed and compacted in accordance with the applicable sections of the

Kentucky Transportation Cabinet (KYTC) Standard Specifications for Road and Bridge Construction, latest edition.

New Asphalt Pavement

For the proposed pavements, we have been provided with a list of entities that are expected to develop on the

Airpark Expansion at the time of this report. From that list, shown in table 1, we have estimated the traffic volumes for the basis of pavement recommendations.

Table 1: Anticipated Traffic Generators

Table 2: Anticipated Traffic Count

For our analysis, we used 2,000,000 ESAL’s (equivalent 18-kip single axle load) based on the estimated counts.

We used the American Association of State Highway and Transportation Officials (AASHTO) Guide for Design of

Pavement Structures (1993) as a basis for our flexible pavement thickness analysis. The total pavement thickness requirement is a function of the California Bearing Ratio (CBR). A CBR value of 6 was used1 for the unstabilized recommendation based on the resilient modulus test results for a sample taken at TP-5 located in the attachments. Although the test results give a higher value, we reduced that value for the design CBR because of the high natural moisture content of the soil and presence of perched groundwater. The designs prepared assuming cement stabilization of the soil subgrade are based on an improved CBR value of 15.

The total pavement thickness requirement is obtained from the AASHTO nomograph in terms of a structural number

(SN), a weighted sum of the pavement layer thicknesses accounting for their structural and drainage properties. The following parameters were used in our pavement thickness evaluation:

• Initial Serviceability 4.5

• Terminal Serviceability 2.0

• Reliability 95%

• Life 20 years

1 A CBR of 6 is high for clay soils. Typically, for these silty soils, a CBR of 4 is used.

7 52 7 52 5 52 5 52 2 50 6 52

Quantity in the Design Lane

Days/ Week

Weeks/ Year

Traffic Volume

Semi-tractor trailer

Vehicle Description

Passenger car Pick-up truck or van

Package delivery truck Beverage delivery truck Garbage/dumpster truck

Table 2: Recommended Pavement Sections Without Soil Stabilization

MATERIAL

PAVEMENT COURSE

THICKNESS (INCHES)

KY TRANSPORTATION

CABINET (KYTC)

SPECIFICATION

Asphalt Surface Course 1 ¼ Section 400

Asphalt Base Course 4 ½ Section 400 Crushed Stone Base* 9 Section 300 Notes:

• Our experience suggests the 1¼ is the minimum cost. Thinner pavement sections are feasible but do not result in a saving.

• * With pavement underdrain/edge drain system

Table 3: Recommended Pavement Sections with Soil Stabilization

MATERIAL

PAVEMENT COURSE

THICKNESS (INCHES)

KY TRANSPORTATION

CABINET (KYTC)

SPECIFICATION

Asphalt Surface Course 1 ¼ Section 400

Asphalt Base Course 3 Section 400 DGA Base 6 Section 300

If the pavement loading or traffic is increased or individual vehicle loads exceed the loading of semi-tractor trailer such as lift trucks or forklift equipment transverse the recommended pavement section, premature failure of the pavement section may occur.

Valediction CTL Engineering, Inc. appreciates the opportunity to provide you with these geotechnical services. Should you have questions or require any additional information, please contact us.

Respectfully submitted, CTL ENGINEERING, INC.

Paul M. West, PE W. Robert Folsom, PE Senior Engineer Chief Engineer Licensed Kentucky 15995

Attachments:

GBA - Important Information about This Geotechnical-Engineering Report Site Location Map Test Pit Location Aerial Test Pit Records Field Testing Procedures Laboratory Data Summary Atterberg Limits Laboratory Compaction Characteristics of Soil-Standard Proctor Resilient Modulus Laboratory Testing Procedures pwest PMW sig pwest Rob sig pwest PMW seal

Site Location Map

Owensboro, Kentucky

Test Pit Location Aerial

Owensboro, Kentucky

TOPSOIL (12 inches) with few crushed stone

FILL - VERY STIFF, light yellowish brown, SILT (ML), dry with trace crushed stone

FIRM, gray, LEAN CLAY (CL), moist

Test pit terminated at 5.4 feet without refusal

393.4

391.4

389.0

1.0

3.0

5.4

BS-1

BS-2

BS-3

BS-4

BS-5

20+ 16+

22 32 21 11

10.5

8.5

BORING METHOD

RIG TYPE

CASING DIA.

CORE SIZE

Delayed Reading

Back HoeBORING ELEVATION

STATION

OFFSET

DEPTH

GROUNDWATER:

394.4 Feet

3+00

25 left

5.4 Feet

Caved in at Encountered at Seepage 3.5 feet

DCP

Paul West

03-09-26

03-09-26

LOCATION

PROJECT NO.

Owensboro, Kentucky

26.05.0012SHE

HAMMER

INSPECTOR

TEMPERATURE

WEATHER

DATE STARTED

DATE COMPLETED

Split Spoon Sample Shelby Tube Sample Rock Core Sample Bag Sample

ABBREVIATIONS

LL

PL

PI

SPT

: OF1

CLIENT

PROJECT

TP-1

HSA

SFA

RC

MD

WD

HA

M O

IS

T

U R

E C

O N

T E

N T

SAMPLING METHOD

Hand Penetrometer Liquid Limit Plastic Limit Plasticity Index Standard Penetration Test

City of Owensboro

Airpark Drive Extension

TEST PIT RECORD

S T

R A

T U

M E

LE

V

A T

IO

N

S A

M P

LE

N

U M

B E

R

LL PL PIB

LO

W S pe r

1.

Hollow Stem Auger Solid Flight Auger Rock Coring Mud Drilling Wash Drilling Hand Auger

SS

ST

CR

BS

D C

P pe r 1.

R ec ov er y

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H K

S F

BORING METHOD

S A

M P

LE

D

E P

T H

SOIL/MATERIAL DESCRIPTION S

T

R A

T U

M D

E P

T H

ATTERBERG

LIMITS

BORING NO.:

SHEET

P E

R C

E N

T F

IN

E

R T

H A

N #2

O

LD

T E

S T

B O

R

IN

G /P

IT

R

E C

O R

D T

E S

T P

IT

.G

P J

N E

W C

T L.

G D

T

4/ 6/

TOPSOIL (10 inches)

FIRM, yellowish brown, LEAN CLAY (CL), damp

Test pit terminated at 6 feet

395.3

390.2

0.9

6.0

BS-1

BS-2

BS-3

BS-4

BS-5

6.5

BORING METHOD

RIG TYPE

CASING DIA.

CORE SIZE

Delayed Reading Encountered at 5 feet

Back HoeBORING ELEVATION

STATION

OFFSET

DEPTH

GROUNDWATER:

396.2 Feet

4+50

25 right

6.0 Feet

Caved in at At completion

DCP

Pawl West

03-09-26

03-09-26

LOCATION

PROJECT NO.

Owensboro, Kentucky

26.05.0012SHE

HAMMER

INSPECTOR

TEMPERATURE

WEATHER

DATE STARTED

DATE COMPLETED

Split Spoon Sample Shelby Tube Sample Rock Core Sample Bag Sample

ABBREVIATIONS

LL

PL

PI

SPT

: OF1

CLIENT

PROJECT

TP-2

HSA

SFA

RC

MD

WD

HA

M O

IS

T

U R

E C

O N

T E

N T

SAMPLING METHOD

Hand Penetrometer Liquid Limit Plastic Limit Plasticity Index Standard Penetration Test

City of Owensboro

Airpark Drive Extension

TEST PIT RECORD

S T

R A

T U

M E

LE

V

A T

IO

N

S A

M P

LE

N

U M

B E

R

LL PL PIB

LO

W S pe r

1.

Hollow Stem Auger Solid Flight Auger Rock Coring Mud Drilling Wash Drilling Hand Auger

SS

ST

CR

BS

D C

P pe r 1.

R ec ov er y

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H K

S F

BORING METHOD

S A

M P

LE

D

E P

T H

SOIL/MATERIAL DESCRIPTION S

T

R A

T U

M D

E P

T H

ATTERBERG

LIMITS

BORING NO.:

SHEET

P E

R C

E N

T F

IN

E

R T

H A

N #2

O

LD

T E

S T

B O

R

IN

G /P

IT

R

E C

O R

D T

E S

T P

IT

.G

P J

N E

W C

T L.

G

TOPSOIL (6 inches)

FIRM, mottled orange and light gray, LEAN CLAY (CL), damp

Test pit terminated at 6 feet

393.3

387.8

0.5

6.0

BS-1

BS-2

BS-3

BS-4

BS-5

5.5

3.5

6.5

BORING METHOD

RIG TYPE

CASING DIA.

CORE SIZE

Delayed Reading Encountered at 5.8 feet

Back HoeBORING ELEVATION

STATION

OFFSET

DEPTH

GROUNDWATER:

393.8 Feet

6+00

25 left

6.0 Feet

Caved in at At completion

DCP

Paul West

03-09-26

03-09-26

LOCATION

PROJECT NO.

Owensboro, Kentucky

26.05.0012SHE

HAMMER

INSPECTOR

TEMPERATURE

WEATHER

DATE STARTED

DATE COMPLETED

Split Spoon Sample Shelby Tube Sample Rock Core Sample Bag Sample

ABBREVIATIONS

LL

PL

PI

SPT

: OF1

CLIENT

PROJECT

TP-3

HSA

SFA

RC

MD

WD

HA

M O

IS

T

U R

E C

O N

T E

N T

SAMPLING METHOD

Hand Penetrometer Liquid Limit Plastic Limit Plasticity Index Standard Penetration Test

City of Owensboro

Airpark Drive Extension

TEST PIT RECORD

S T

R A

T U

M E

LE

V

A T

IO

N

S A

M P

LE

N

U M

B E

R

LL PL PIB

LO

W S pe r

1.

Hollow Stem Auger Solid Flight Auger Rock Coring Mud Drilling Wash Drilling Hand Auger

SS

ST

CR

BS

D C

P pe r 1.

R ec ov er y

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H K

S F

BORING METHOD

S A

M P

LE

D

E P

T H

SOIL/MATERIAL DESCRIPTION S

T

R A

T U

M D

E P

T H

ATTERBERG

LIMITS

BORING NO.:

SHEET

P E

R C

E N

T F

IN

E

R T

H A

N #2

O

LD

T E

S T

B O

R

IN

G /P

IT

R

E C

O R

D T

E S

T P

IT

.G

P J

N E

W C

T L.

G

FIRM, mottled orange and gray, LEAN CLAY (CL), damp

Test pit terminated at 6.5 feet

393.5

387.5

0.5

6.5

BS-1

BS-2

BS-3

BS-4

BS-5

8.5

3.5

BORING METHOD

RIG TYPE

CASING DIA.

CORE SIZE

Delayed Reading Encountered at

Back HoeBORING ELEVATION

STATION

OFFSET

DEPTH

GROUNDWATER:

394.0 Feet

7+50

25 right

6.5 Feet

Caved in at At completion

DCP

Paul West

03-09-26

03-09-26

LOCATION

PROJECT NO.

Owensboro, Kentucky

26.05.0012SHE

HAMMER

INSPECTOR

TEMPERATURE

WEATHER

DATE STARTED

DATE COMPLETED

Split Spoon Sample Shelby Tube Sample Rock Core Sample Bag Sample

ABBREVIATIONS

LL

PL

PI

SPT

: OF1

CLIENT

PROJECT

TP-4

HSA

SFA

RC

MD

WD

HA

M O

IS

T

U R

E C

O N

T E

N T

SAMPLING METHOD

Hand Penetrometer Liquid Limit Plastic Limit Plasticity Index Standard Penetration Test

City of Owensboro

Airpark Drive Extension

TEST PIT RECORD

S T

R A

T U

M E

LE

V

A T

IO

N

S A

M P

LE

N

U M

B E

R

LL PL PIB

LO

W S pe r

1.

Hollow Stem Auger Solid Flight Auger Rock Coring Mud Drilling Wash Drilling Hand Auger

SS

ST

CR

BS

D C

P pe r 1.

R ec ov er y

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H K

S F

BORING METHOD

S A

M P

LE

D

E P

T H

SOIL/MATERIAL DESCRIPTION S

T

R A

T U

M D

E P

T H

ATTERBERG

LIMITS

BORING NO.:

SHEET

P E

R C

E N

T F

IN

E

R T

H A

N #2

O

LD

T E

S T

B O

R

IN

G /P

IT

R

E C

O R

D T

E S

T P

IT

.G

P J

N E

W C

T L.

G

FIRM, mottled light brown and orange, LEAN CLAY (CL), damp

Test pit terminated at 6 feet

393.7

388.2

0.5

6.0

BS-1

BS-2

BS-3

BS-4

BS-5

5.5

BORING METHOD

RIG TYPE

CASING DIA.

CORE SIZE

Delayed Reading Encountered at 6 feet

Back HoeBORING ELEVATION

STATION

OFFSET

DEPTH

GROUNDWATER:

394.2 Feet

9+00

25 right

6.0 Feet

Caved in at At completion

DCP

Paul West

03-09-26

03-09-26

LOCATION

PROJECT NO.

Owensboro, Kentucky

26.05.0012SHE

HAMMER

INSPECTOR

TEMPERATURE

WEATHER

DATE STARTED

DATE COMPLETED

Split Spoon Sample Shelby Tube Sample Rock Core Sample Bag Sample

ABBREVIATIONS

LL

PL

PI

SPT

: OF1

CLIENT

PROJECT

TP-5

HSA

SFA

RC

MD

WD

HA

M O

IS

T

U R

E C

O N

T E

N T

SAMPLING METHOD

Hand Penetrometer Liquid Limit Plastic Limit Plasticity Index Standard Penetration Test

City of Owensboro

Airpark Drive Extension

TEST PIT RECORD

S T

R A

T U

M E

LE

V

A T

IO

N

S A

M P

LE

N

U M

B E

R

LL PL PIB

LO

W S pe r

1.

Hollow Stem Auger Solid Flight Auger Rock Coring Mud Drilling Wash Drilling Hand Auger

SS

ST

CR

BS

D C

P pe r 1.

R ec ov er y

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H K

S F

BORING METHOD

S A

M P

LE

D

E P

T H

SOIL/MATERIAL DESCRIPTION S

T

R A

T U

M D

E P

T H

ATTERBERG

LIMITS

BORING NO.:

SHEET

P E

R C

E N

T F

IN

E

R T

H A

N #2

O

LD

T E

S T

B O

R

IN

G /P

IT

R

E C

O R

D T

E S

T P

IT

.G

P J

N E

W C

T L.

G

TOPSOIL (8 inches)

FIRM, mottled grayish, brown and orange, LEAN CLAY (CL), damp

Test pit terminated at 6 feet

394.0

388.7

0.7

6.0

BS-1

BS-2

BS-3

BS-4

BS-5

8.5

6.5

7.5

4.5

4.5

BORING METHOD

RIG TYPE

CASING DIA.

CORE SIZE

Delayed Reading Encountered at 4 feet

Back HoeBORING ELEVATION

STATION

OFFSET

DEPTH

GROUNDWATER:

394.7 Feet

10+50

25 left

6.0 Feet

Caved in at At completion

DCP

Paul West

03-09-26

03-09-26

LOCATION

PROJECT NO.

Owensboro, Kentucky

26.05.0012SHE

HAMMER

INSPECTOR

TEMPERATURE

WEATHER

DATE STARTED

DATE COMPLETED

Split Spoon Sample Shelby Tube Sample Rock Core Sample Bag Sample

ABBREVIATIONS

LL

PL

PI

SPT

: OF1

CLIENT

PROJECT

TP-6

HSA

SFA

RC

MD

WD

HA

M O

IS

T

U R

E C

O N

T E

N T

SAMPLING METHOD

Hand Penetrometer Liquid Limit Plastic Limit Plasticity Index Standard Penetration Test

City of Owensboro

Airpark Drive Extension

TEST PIT RECORD

S T

R A

T U

M E

LE

V

A T

IO

N

S A

M P

LE

N

U M

B E

R

LL PL PIB

LO

W S pe r

1.

Hollow Stem Auger Solid Flight Auger Rock Coring Mud Drilling Wash Drilling Hand Auger

SS

ST

CR

BS

D C

P pe r 1.

R ec ov er y

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H K

S F

BORING METHOD

S A

M P

LE

D

E P

T H

SOIL/MATERIAL DESCRIPTION S

T

R A

T U

M D

E P

T H

ATTERBERG

LIMITS

BORING NO.:

SHEET

P E

R C

E N

T F

IN

E

R T

H A

N #2

O

LD

T E

S T

B O

R

IN

G /P

IT

R

E C

O R

D T

E S

T P

IT

.G

P J

N E

W C

T L.

G

SOFT to FIRM, mottled yellowish brown and light gray, LEAN CLAY (CL), damp

Test pit terminated at 6 feet

395.0

389.9

0.9

6.0

BS-1

BS-2

BS-3

BS-4

2.5

BORING METHOD

RIG TYPE

CASING DIA.

CORE SIZE

Delayed Reading Encountered at 2.5 feet

Back HoeBORING ELEVATION

STATION

OFFSET

DEPTH

GROUNDWATER:

395.9 Feet

12+00

25 right

6.0 Feet

Caved in at At completion

DCP

Paul West

03-09-26

03-09-06

LOCATION

PROJECT NO.

Owensboro, Kentucky

26.05.0012SHE

HAMMER

INSPECTOR

TEMPERATURE

WEATHER

DATE STARTED

DATE COMPLETED

Split Spoon Sample Shelby Tube Sample Rock Core Sample Bag Sample

ABBREVIATIONS

LL

PL

PI

SPT

: OF1

CLIENT

PROJECT

TP-7

HSA

SFA

RC

MD

WD

HA

M O

IS

T

U R

E C

O N

T E

N T

SAMPLING METHOD

Hand Penetrometer Liquid Limit Plastic Limit Plasticity Index Standard Penetration Test

City of Owensboro

Airpark Drive Extension

TEST PIT RECORD

S T

R A

T U

M E

LE

V

A T

IO

N

S A

M P

LE

N

U M

B E

R

LL PL PIB

LO

W S pe r

1.

Hollow Stem Auger Solid Flight Auger Rock Coring Mud Drilling Wash Drilling Hand Auger

SS

ST

CR

BS

D C

P pe r 1.

R ec ov er y

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H K

S F

BORING METHOD

S A

M P

LE

D

E P

T H

SOIL/MATERIAL DESCRIPTION S

T

R A

T U

M D

E P

T H

ATTERBERG

LIMITS

BORING NO.:

SHEET

P E

R C

E N

T F

IN

E

R T

H A

N #2

O

LD

T E

S T

B O

R

IN

G /P

IT

R

E C

O R

D T

E S

T P

IT

.G

P J

N E

W C

T L.

G

TOPSOIL (11 inches)

STIFF, mottled yellowish brown and light gray, LEAN CLAY (CL), moist

Test pit terminated at 6 feet

396.2

391.1

0.9

6.0

BS-1

BS-2

BS-3

BS-4

BS-5

26 43 22 21

3.5

BORING METHOD

RIG TYPE

CASING DIA.

CORE SIZE

Delayed Reading Encountered at 2 feet

Back HoeBORING ELEVATION

STATION

OFFSET

DEPTH

GROUNDWATER:

397.1 Feet

14+00

25 left

6.0 Feet

Caved in at At completion

DCP

Paul West

03-09-26

03-09-26

LOCATION

PROJECT NO.

Owensboro, Kentucky

26.05.0012SHE

HAMMER

INSPECTOR

TEMPERATURE

WEATHER

DATE STARTED

DATE COMPLETED

Split Spoon Sample Shelby Tube Sample Rock Core Sample Bag Sample

ABBREVIATIONS

LL

PL

PI

SPT

: OF1

CLIENT

PROJECT

TP-8

HSA

SFA

RC

MD

WD

HA

M O

IS

T

U R

E C

O N

T E

N T

SAMPLING METHOD

Hand Penetrometer Liquid Limit Plastic Limit Plasticity Index Standard Penetration Test

City of Owensboro

Airpark Drive Extension

TEST PIT RECORD

S T

R A

T U

M E

LE

V

A T

IO

N

S A

M P

LE

N

U M

B E

R

LL PL PIB

LO

W S pe r

1.

Hollow Stem Auger Solid Flight Auger Rock Coring Mud Drilling Wash Drilling Hand Auger

SS

ST

CR

BS

D C

P pe r 1.

R ec ov er y

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H K

S F

BORING METHOD

S A

M P

LE

D

E P

T H

SOIL/MATERIAL DESCRIPTION S

T

R A

T U

M D

E P

T H

ATTERBERG

LIMITS

BORING NO.:

SHEET

P E

R C

E N

T F

IN

E

R T

H A

N #2

O

LD

T E

S T

B O

R

IN

G /P

IT

R

E C

O R

D T

E S

T P

IT

.G

P J

N E

W C

T L.

G

FIRM, mottled yellowish brown and orange, LEAN CLAY (CL), moist

Test pit terminated at 6 feet

395.9

390.7

0.8

6.0

BS-1

BS-2

BS-3

BS-4

BS-5

6.5

6.5

BORING METHOD

RIG TYPE

CASING DIA.

CORE SIZE

Delayed Reading Encountered at 5 feet

Back HoeBORING ELEVATION

STATION

OFFSET

DEPTH

GROUNDWATER:

396.7 Feet

15+84.24

70 right

6.0 Feet

Caved in at At completion

DCP

Paul West

03-09-26

03-09-26

LOCATION

PROJECT NO.

Owensboro, Kentucky

26.05.0012SHE

HAMMER

INSPECTOR

TEMPERATURE

WEATHER

DATE STARTED

DATE COMPLETED

Split Spoon Sample Shelby Tube Sample Rock Core Sample Bag Sample

ABBREVIATIONS

LL

PL

PI

SPT

: OF1

CLIENT

PROJECT

TP-9

HSA

SFA

RC

MD

WD

HA

M O

IS

T

U R

E C

O N

T E

N T

SAMPLING METHOD

Hand Penetrometer Liquid Limit Plastic Limit Plasticity Index Standard Penetration Test

City of Owensboro

Airpark Drive Extension

TEST PIT RECORD

S T

R A

T U

M E

LE

V

A T

IO

N

S A

M P

LE

N

U M

B E

R

LL PL PIB

LO

W S pe r

1.

Hollow Stem Auger Solid Flight Auger Rock Coring Mud Drilling Wash Drilling Hand Auger

SS

ST

CR

BS

D C

P pe r 1.

R ec ov er y

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H K

S F

BORING METHOD

S A

M P

LE

D

E P

T H

SOIL/MATERIAL DESCRIPTION S

T

R A

T U

M D

E P

T H

ATTERBERG

LIMITS

BORING NO.:

SHEET

P E

R C

E N

T F

IN

E

R T

H A

N #2

O

LD

T E

S T

B O

R

IN

G /P

IT

R

E C

O R

D T

E S

T P

IT

.G

P J

N E

W C

T L.

G

FIELD TESTING PROCEDURES

Vector Engineers performs field tests in general accordance with the American Society for Testing and Materials (ASTM). These procedures are generally recognized as the basis for uniformity and consistency of test results in the geotechnical engineering profession.

All work is initiated and supervised by qualified geotechnical professionals.

Subsequent portions of this attachment present briefly describe of our field testing procedures. Where applicable, we have referenced these procedures to ASTM standards which contain specific descriptions of apparatus, procedures, reporting, etc.

OBSERVATION PITS

Observation pits are dug to evaluate the origin, type, and continuity of in-place soils. If shallow rock or buried fill is present, these pits are useful in determining the thickness, extent, and composition of the fill, the soundness and continuity of the rock, and the relative ease in excavating these materials.

The pits were excavated with an excavator. A geotechnical engineer or geologist observed the excavations, and recorded descriptions of the soil and rock encountered. Samples of excavated soils were obtained for laboratory testing. The attached Test Pit Records show soil stratification.

DYNAMIC CONE PENETROMETER (DCP) TESTS:

At regular intervals, the soil consistency was measured with a cone penetrometer. The conical point was first seated 2 inches to penetrate any loose cuttings, then driven an additional 3½ inches in two 1¾-inch increments with blows from a 15-pound hammer falling 20 inches. The average number of hammer blows required to achieve the final two 1¾-inch increments was recorded and is an index to the soil strength and density.

A DCP was used to estimate soil strength and consistency.

PROJECT NAME: PROJECT NUMBER:

L.L. P.L. P.I. WET DRY

TP-1 4 Bag CL 21.5 32 21 11

TP-2 3.7 Bag 28.4

TP-3 4 Bag 26.8

TP-4 2.6 Bag 29.7

TP-5 2.5 Bag 26.7

TP-6 2.5 Bag 24.8

TP-7 2.6 Bag 27.3

TP-8 2.7 Bag CL 25.9 43 22 21

TP-9 2.8 Bag 26.0

P-1 Bulk CL 26.6 43 19 24 107.7/16.8

P-2 Bulk CL 18.9 32 22 10 109.4/14.1

P-3 Bulk ML 27.3 29 24 5 103.4/17.2

P-4 Bulk CL 25.4 36 21 14 107.9/16.0

P-5 Bulk ML 24.5 31 26 5 103.6/15.8

MS Bulk 26.5 105.7/18.1

SAMPLE

TYPE*

USCS ATTERBERG LIMITS

Laboratory Data Summary

26050012SHE

UNIT WEIGHT, PCF

UNCONFINED

COMPRESSIVE

STRENGTH, KSF

MATERIAL

FINER THAN

NO. 200, %

ORGANIC

CONTENT, %

NATURAL

MOISTURE

CONTENT, %

Airpark Drive Extension

CBR, %

MAX. DRY

DENSITY PCF

/OPTIMUM

MOISTURE %

BORING NO.

SAMPLE

DEPTH, FT.

Atterberg Limits

(ASTM D4318)

PROJECT NAME: Airpark Drive Extension PROJECT NO.:

SAMPLE RECEIVED: TECHNICIAN:

TEST DATE: REVIEWED BY:

METHOD: Multipoint REPORT DATE:

Depth LL PL PI Moist, Est. % retained on No.

40 sieve

43 19 24 26.6 - 32 22 10 18.9 9 29 24 5 27.3 - 36 21 14 25.4 - 31 26 5 24.5 - 32 21 11 21.5 - 43 22 21 25.9 -

26050012SHE

03/16/26

CL - Lean Clay P-3 P-4

ML - Low Plasticity Silt

DC

CL - Lean Clay

03/19/26 04/06/26

TP-8

CL - Lean Clay CL - Lean Clay

Sample ID / Location Classification - Description

P-1 P-2

P-5 ML - Low Plasticity Silt

MS

TP-1 CL - Lean Clay

CL-ML

CL or

OL

CH or OH

ML or OL

MH or OH

0 10 20 30 40 50 60 70 80 90 100 110

P L

A S

T

IC

IT

Y

IN

D

E X

P

I)

LIQUID LIMIT (LL)

P-1 P-2 P-3 P-4 P-5 TP-1 TP-8

Client: City of Owensboro Report Date: 24-Mar Project: Airpark Drive Extension Sample No: P-1 Job No.: Date Sampled: 16-Mar Sample Location: P-1 Tested by: DC

Depth: Test Method: ASTM D 698

Soil Description: CL- Lean Clay Maximum Dry Density (pcf): 107.7 Optimum Moisture Content (%): 16.8

<5% +#4 Material In-situ Moisture (%): 26.6 Corrected Max. D.D. of Total Sample (pcf): NA Corrected Opt. M.C. of Total Sample (%): NA

LABORATORY COMPACTION CHARACTERISTICS OF SOIL

26050012SHE

90.0

95.0

100.0

105.0

110.0

115.0

120.0

125.0

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0

D ry

U n it W e ig h t, p c f

Moisture content, percent

2.70 2.65

2.75

Project: Airpark Drive Extension Sample No: P-2 Job No.: Date Sampled: 16-Mar Sample Location: P-2 Tested by: DC

Depth: Test Method: ASTM D 698

Soil Description: CL- Lean Clay Maximum Dry Density (pcf): 109.4 Optimum Moisture Content (%): 14.1

<5% +#4 Material In-situ Moisture (%): 18.9 Corrected Max. D.D. of Total Sample (pcf): NA Corrected Opt. M.C. of Total Sample (%): NA

LABORATORY COMPACTION CHARACTERISTICS OF SOIL

26050012SHE

90.0

95.0

100.0

105.0

110.0

115.0

120.0

125.0

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0

D ry

U n it W e ig h t, p c f

Moisture content, percent

2.70

Project: Airpark Drive Extension Sample No: P-3 Job No.: Date Sampled: 16-Mar Sample Location: P-3 Tested by: DC

Depth: Test Method: ASTM D 698

Soil Description: ML - Low Plasticity Silt Maximum Dry Density (pcf): 103.4 Optimum Moisture Content (%): 17.2

<5% +#4 Material In-situ Moisture (%): 27.3 Corrected Max. D.D. of Total Sample (pcf): NA Corrected Opt. M.C. of Total Sample (%): NA

LABORATORY COMPACTION CHARACTERISTICS OF SOIL

26050012SHE

y = -0.0041x3 + 0.1036x2 + 0.0645x + 92.497

90.0

95.0

100.0

105.0

110.0

115.0

120.0

125.0

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0

D ry

U n it W e ig h t, p c f

Moisture content, percent

2.70

Project: Airpark Drive Extension Sample No: P-4 Job No.: Date Sampled: 16-Mar Sample Location: P-4 Tested by: DC

Depth: Test Method: ASTM D 698

Soil Description: CL- Lean Clay Maximum Dry Density (pcf): 107.9 Optimum Moisture Content (%): 16.0

<5% +#4 Material In-situ Moisture (%): 25.4 Corrected Max. D.D. of Total Sample (pcf): NA Corrected Opt. M.C. of Total Sample (%): NA

LABORATORY COMPACTION CHARACTERISTICS OF SOIL

26050012SHE

90.0

95.0

100.0

105.0

110.0

115.0

120.0

125.0

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0

D ry

U n it W e ig h t, p c f

Moisture content, percent

2.70

Client: City of Owensboro Report Date:

Project: Airpark Drive Extension Sample No:

Job No.: Date Sampled:

Sample Location: P-5 Tested by:

24-Mar P-5

25-Mar

DC

Depth: Test Method: ASTM D 698

Soil Description: ML - Low plasticity silt Maximum Dry Density (pcf): 103.6 Optimum Moisture Content (%): 15.8

<5% +#4 Material In-situ Moisture (%): 24.5 Corrected Max. D.D. of Total Sample (pcf): NA Corrected Opt. M.C. of Total Sample (%): NA

LABORATORY COMPACTION CHARACTERISTICS OF SOIL

26050012SHE

y = 0.0008x3 - 0.127x2 + 3.4205x + 78.088

90.0

95.0

100.0

105.0

110.0

115.0

120.0

125.0

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0

D ry

U n it W e ig h t, p c f

Moisture content, percent

2.70 x o x o o x o Moist Preparation o Dry Preparation x

PositionTechnical Responsibility Signature

% Moisture

Form No. TR-D698-2

Revision No. 1LEXeH

Revision Date: 01/08/24

ASTM D 698 Method A

18.1% PCF.

This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.

S&ME, Inc. - Lexington: 2020 Liberty Road, Suite 105, Lexington, KY 40505

ND

ND

Oversize Fraction

% Passing

26.5%

ND

ND

N/A

Specific Gravity

Soil*:

#200

Bulk Gravity

NDLiquid Limit

Plastic Index

Percent retained on separating sieve estimated from Proctor sample separation operations.

ND

circular face

ND

ND

100%

ND

Sieve Size used to separate the Oversize Fraction:

Fine Fraction

#60

#40

3/4"

3/27/2026

Mechanical Rammer Manual Rammer

NA

NA

ND

Lab Services Manager Date

NA = Not Applicable; ND = Not Determined. *Specific gravity of soil assumed.

ND

Moisture-Density Curve Displayed:

% Oversize

MDD

Jacob Folsom

References / Comments / Deviations:

Optimum Moisture Content

3/8 inch Sieve#4 Sieve

0%

Corrected for Oversize Fraction (ASTM D 4718)

3/4 inch Sieve

Opt. MC

Plastic Limit

2.650

#4

Soil Properties

As Received MC

MOISTURE - DENSITY REPORT

3/8"

#10

ASTM D 698

Quality Assurance

Test Date(s):

Location:

105.7Maximum Dry Density

Method A

03/16/26MS

Project #:

Project Name:

Client Name:

Client Address:

Sample Description:

25830019

Vector: Airpark

Vector Engineers, Inc.

1535 Old Finchville Rd, Shelbyville, KY 40065

Sample Date:Sample No.:

Depth (ft.):

03/23/26

MS

LEAN CLAY WITH SAND (visual-manual)

Report Date: 03/27/26

90.0

95.0

100.0

105.0

110.0

115.0

120.0

10.0 15.0 20.0 25.0 30.0

D ry

D en si ty

P

C F

Moisture Content (%)

Moisture-Density Relations of Soil and Soil-Aggregate Mixtures

S&ME,Inc. - Corporate 3201 Spring Forest Road

Raleigh, NC. 27616

25830019 Proctor MS.xlsx

RM TEST

2026-03-27 11:18:14 V 3.0.18.354 50 2026-03-26 10:50:54 V 3.0.18.354

Project Name: Vector Airpark

Boring Number:

Sample Number:

Test Number:

Description: LEAN CLAY WITH SAND (visual-manual)

Remarks:

Location: MS

Tester: J. LaMothe

Test Date: 03/26/26

Preparation: Remolded

Project Number: 26.12.SHE.319

Checker:

Depth: N/A

Elevation: N/A

Summary Data

1 10

Deviator Stress,psi

+4

+5

R es ili e nt M od ul us , p si r = 0.93346Mr = 669.65 * Pa * (B/Pa) 0.166 * (Sd/Pa) -0.347

RM TEST

2026-03-27 11:18:14 V 3.0.18.354 51 2026-03-26 10:50:54 V 3.0.18.354

Project Name: Vector Airpark

Boring Number:

Sample Number:

Test Number:

Description: LEAN CLAY WITH SAND (visual-manual)

Remarks:

Location: MS

Tester: J. LaMothe

Test Date: 03/26/26

Preparation: Remolded

Project Number: 26.12.SHE.319

Checker:

Depth: N/A

Elevation: N/A

Summary Data

Confining Stress

S3 psi

Nom. Max.

Deviator Stress psi

Mean Deviator Stress psi

Std. Dev.

Deviator Stress psi

Mean Bulk

Stress psi

Mean Resilient

Strain

Std. Dev.

Resilient

Strain

Mean Resilient Modulus psi

Std. Dev.

Resilient Modulus psi

5.994 2.000 2.158 0.0208 20.14 0.01 0.00 18861. 2976.2

5.997 4.000 4.020 0.0510 22.01 0.02 0.00 18111. 3837.4

6.009 6.000 5.841 0.1102 23.87 0.03 0.00 15464. 179.54

5.999 8.000 7.717 0.0562 25.71 0.05 0.00 14022. 275.70

5.992 10.00 9.422 0.1196 27.40 0.07 0.00 12638. 278.13

3.997 2.000 2.127 0.0288 14.12 0.01 0.00 18824. 2871.9

3.993 4.000 3.971 0.0489 15.95 0.03 0.00 13406. 439.05

3.988 6.000 5.880 0.0297 17.84 0.04 0.00 14524. 240.63

3.987 8.000 7.627 0.0664 19.59 0.05 0.00 13267. 236.31

3.990 10.00 9.334 0.1288 21.31 0.07 0.00 12114. 118.11

1.976 2.000 2.105 0.0093 8.034 0.01 0.00 18489. 758.56

2.001 4.000 3.929 0.0875 9.933 0.02 0.00 15781. 1266.0

1.972 6.000 5.848 0.0930 11.76 0.04 0.00 12541. 151.60

1.976 8.000 7.593 0.0650 13.52 0.06 0.00 11749. 69.785

1.975 10.00 9.413 0.1406 15.34 0.08 0.00 11122. 198.89

LABORATORY TESTING PROCEDURES

CTL Engineering Inc. generally subcontracts our laboratory tests to experienced labs with whom we have developed confidence through past projects. The laboratory tests are performed in general accordance with the American Society for Testing and Materials (ASTM). These procedures are generally recognized as the basis for uniformity and consistency of test results in the geotechnical engineering profession. The tests are performed by skilled technicians trained in ASTM procedures. The laboratory equipment is well-maintained and calibrated at least yearly.

Subsequent portions of this attachment briefly describe our testing procedures. Where applicable, we have referenced these procedures to ASTM standards, which contain specific descriptions of apparatus, procedures, reporting, etc.

MOISTURE CONTENT DETERMINATION, ASTM D-2216

The moisture content of soils is an indicator of various physical properties, including strength and compressibility. Selected samples obtained during exploratory drilling were taken from their sealed containers. Each sample was weighed and then placed in an oven heated to 110oC + 5o. The sample remained in the oven until the free moisture had evaporated. The dried sample was removed from the oven, allowed to cool, and re-weighed. The moisture content was computed by dividing the weight of evaporated water by the weight of the dry sample. The results are expressed as a percent.

UNIT WEIGHT DETERMINATIONS

Soil or rock core samples were selected for unit weight determination. Unit weight is an indicator of various physical properties of the soil, including strength, compressibility, and permeability. Each sample was prepared by trimming the ends and measuring its length and diameter. The specimen volume was computed from these dimensions. The sample was then weighed, and the moisture content was determined to compute the wet and dry unit weights.

ATTERBERG LIMITS DETERMINATION, ASTM D-4318

Representative samples were subjected to Atterberg limits testing to determine the soil's plasticity characteristics. The plasticity index (PI) is the range of moisture content through which the soil deforms as a plastic material. It is bracketed by the liquid limit (LL) and the plastic limit (PL). The liquid limit is the moisture content at which the soil becomes wet enough to flow as a viscous fluid. To determine the liquid limit, a soil specimen is first washed through a No. 40 sieve. The materials finer than the No. 40 sieve are retained and dried until the soil is in a viscous fluid state. A portion of this soil is then placed in a brass cup of standardized dimensions. A groove is cut through the middle of the soil specimen with a grooving tool of standard dimensions. The cup is attached to a cam that lifts the cup 10 mm and then allows the cup to fall onto a hard rubber base. The cam is rotated at about 2 cps until the two halves of the soil specimen come in contact at the bottom of the groove for a distance of 1/2 inch. The number of blows required to achieve this 1/2-inch contact is recorded, and part of the specimen is subjected to a moisture content determination. The remainder of the specimen is allowed to air dry for a short time, and the grooving process and cam action are repeated. This testing sequence is repeated until more than 25 blows are required to achieve the required groove contact. After the number of blows vs. moisture content for the various test points is plotted on arithmetic graph paper, the moisture content corresponding to 25 blows is designated the liquid limit.

The plastic limit (PL) is the lowest moisture content at which the soil is sufficiently plastic to be manually rolled into threads 1/8" in diameter. The plastic limit is determined by taking a part of soil remaining from the liquid limit test, and repeatedly rolling, kneading, and air drying it until the soil breaks into threads about 1/8 inches in diameter and 3/8 inches long. The moisture content of these soil threads is then determined and is designated the plastic limit.

STANDARD PROCTOR COMPACTION TEST, ASTM D-698

A representative sample of each proposed fill material was obtained for a laboratory determination of compacted density at various moisture contents.