DATE: March 30th, 2026

TO: All Interested Bidders and Other Interested Parties

FROM: Daniel J Nickols, PE – Associate Vice President, AVCON, Inc.

The City makes the following changes, additions, deletions, information, and/or clarifications and now considers the addendum a part of the IFB Document. Bidders must acknowledge receipt of this addendum by indicating receipt in the space provided on the Proposal Bid Form. If the bidder has already submitted the Proposal Bid Form to the City’s Procurement Division, the Bidder should revise their electronic submission to include this addendum. In any case, the submission of a bid is an acknowledgment of receipt of the addendum. The City will construe all bids received as though the

Bidder has received and acknowledged the addendum.

Below is the City’s reply to RFIs (Request for Information – a/k/a bid inquiries or questions) submitted by interested parties by the posted deadline to submit RFIs.

Q1. Please confirm whether Davis-Bacon prevailing wages are required for this project. If applicable, kindly provide the current wage determination(s) to be used for bidding purposes.

A1. Davis-Bacon prevailing wages are not required for this project.

Q2. Is there a soils report?

A2. Geotechnical investigation data has been included as an attachment to this addendum, and the geotechnical investigation report has been added to the Attachments section in OpenGov.

Q3. Only plans attached are Civil Plans. Please provide the Architectural, Structural and MEP plans.

A3. The building for this project is a delegated design. The pre-engineering metal building design and shop drawings shall be prepared by the awarded bidder in accordance with the design criteria package provided in the bid documents.

Q4. Is a Florida Building Contractors (BC) license sufficient for this pursuit, or is a State of Florida General

Contractor (GC) license required to qualify for this project?

A4. Certified General Contractor (CGC): A Florida licensed General Contractor who has been certified in accordance with Florida Statutes, Section 489.

Q5. Can we please obtain the bid form in Excel format? We don't have access to a locked formula spreadsheet.

Thank you.

A5. The bid form can be viewed and downloaded from Section 5. BID FORM on OpenGov.

IFB 26-013-DN

Commercial Hangar Building

Addendum No. 1

Q6. Drawing 108 has Key Note 4 in various places on the South side of the new hangar that appear to be directed towards existing structures in place. Key Note 4 on this same sheet references Concrete to Asphalt Keying Detail.

Is this correct or a misnumbered Keyed Note?

A6. The keyed notes referenced on Drawing 108 were incorrectly labeled as “4” instead of “3”. Keyed notes have been updated and a revised Drawing 108 has been included as an attachment to this addendum, and a copy has been uploaded to the attachments section within OpenGov.

Q7. Wall Hydrants/Hose Bibs are listed as requested by the Owner in the DCP. How many per unit shall we include pricing for? 1 each? Please advise.

A7. Contractor to include 1 hose bibb per bay.

Q8. Please confirm that all sewer systems for the (4) units are to be gravity and that no grinder pumps are required.

A8. Confirmed.

Q9. Please advise if the ADA bathrooms are to be kept at the smallest allowable size per ADA code requirements or if there is a specific size restroom desired by the Owner. Are the walls for the ADA bathrooms intended to go from floor to roof deck or can the top of walls/ceiling be at 8ft AFF?

A9. Bathrooms are kept to a minimum ADA size. If door swings in, make sure all floor spaces in front of the sink and toilet meet the necessary ADA clearances. Ceiling can be capped with a hard lid at 8’-

0” A.F.F. Contractor shall also include a janitor sink within this room as well.

Q10. Where specifically would the future overhead coiling doors be located within the hangar units? At the rear wall adjacent to the restroom? Please confirm we should not include cost for the furnish/installation of the coiling doors in this current solicitation. Will we need to factor in power for an overhead door motor into our pricing?

A10. To be consistent with each bay, provisions for an overhead door shall be located in the middle of the rear wall (opposite the main hangar door). The overhead doors are manually operated.

Q11. DCP mentions an oil/water separator for floor drains if provided in the hangar space. Does each unit need to have its own floor drain within the hangar space?

A11. Each unit shall have its own floor drain.

Q12. The DCP is contradictory in regards to the Electrical System. Pg 6 of DCP states that all (4) units will be metered individually. Electric Service & Power Distribution on Pg 17 states it will be a single service & master metered. Please advise which is correct.

A12. All (4) units will be metered individually.

Q13. DCP does not specify what the desired door type is for the restroom. Will these be wood doors with hollow metal frames? Do they need to be hollow metal doors? Please advise

A13. The restrooms should have both hollow metal doors with hollow metal frames. Include a

12”x12” louver at the bottom of the door for fresh air.

Q14. DCP does not specify what the desired finishes for the restrooms are. Will the wall finish be painted drywall or FRP paneling? Is there any tile flooring required? Please advise

A14. The design intent is to use FRP panels for the full height on all walls, epoxy flooring and vinyl wall base.

Q15. 13 34 19 specifies roof & wall paneling that is somewhat contradictory. 2.4 A & B both specify galvalume finish & 26 ga panels. 2.4 F states 24 ga panels with G90 galvanizing. And 2.4 H states panels should receive Kynar

500 finish on exposed surfaces and prime coat on concealed surfaces with color by Architect. Please advise which is correct.

A15. Contractor shall use a galvalume finish and 26 GA panels.

Q16. DCP Pg 10 under 10 14 00 Signage indicates requirements for illuminated monument sign and building signage; however spec section 10 14 00 does not specify requirements for these two items. Please advise if they are required.

A16. Neither illuminated monumental signage nor building signage is required for this project. The

Owner will provide signage on a tenant-to-tenant basis.

Q17. Are aircraft grounding receptacles going to be required in each hangar unit?

A17. Yes. 1 aircraft grounding receptacle shall be provided within each hangar unit.

Q18. What is the eave height of the new PEMB building? What is the roof pitch desired please?

A18. Eave height shall be 21’-2” as stated in the Design Criteria Package located in the project bid documents. Desired roof pitch shall be 12:1.

Q19. Will there be a need for Electrical, Fire and technology in this project??

A19. Question unclear. Please provide additional information.

Q20. What are the anticipated starting and completion dates?

A20. The start date shall be the earliest date practical once shop drawing approvals and material procurement has been completed. Substantial completion shall be 150 contract calendar days after the issuance of the Construction Notice to Proceed.

Q21. Could you please confirm if there is a required Bid Bond Form from the city? If so, could you please provide?

A21. The City does not have a preferred format for the Bid Bond. A standard AIA Document A310 Bid

Bond, or and equivalent form shall suffice.

ACKNOWLEDGMENT - Addendum No. 1

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Signature of Officer

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GRAPHIC SCALE (FT)

20' 40'

NORTH

B1 GRADING AND DRAINAGE PLAN

A3 SHEET LEGEND AND KEYED NOTESA1 SHEET NOTES A4 KEY PLAN

GRADING AND

DRAINAGE PLAN

ALB

JCW

ALB

GRADING NOTES:

1. PRIOR TO DISTURBANCE OF EXISTING GRADE, THE CONTRACTOR SHALL VERIFY THE

EXISTING TOPOGRAPHIC SURVEY.

2. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE A FINISHED GRADE

SURFACE FREE OF LOCALIZED PONDING OR DEPRESSIONAL AREAS. THE ENGINEER MAY

ORDER SELECTIVE GRADING IN AREAS WHERE EXISTING GRADES DIFFER FROM THOSE

SHOWN IN THE TOPOGRAPHIC SURVEY, IN ORDER TO PROVIDE A CONSISTENT WELL

DRAINED SURFACE. THESE AREAS OF SELECTIVE GRADING SHALL BE PAID IN

ACCORDANCE WITH ITEM P-152, UNCLASSIFIED EXCAVATION.

3. FOR PROPOSED WORK ITEMS (ELECTRICAL, DRAINAGE, ETC.) OUTSIDE OF THE GRADING

LIMITS SHOWN, RESTORATION SHALL BE INCIDENTAL TO THE LINE ITEM ASSOCIATED WITH

THE CORRESPONDING WORK. ALL AREAS SHALL BE RESTORED TO EQUAL OR BETTER

THAN EXISTING CONDITIONS.

4. GRADING SECTIONS SHOWN ON THE PLANS ARE GENERALLY REPRESENTATIVE OF THE

PROPOSED GRADING SURFACE. THE CONTRACTOR SHALL MAKE THE NECESSARY

TRANSITIONS AS SHOWN BY THE CONTOURS, SECTIONS, AND GRADE CHARTS. ALL

TRANSITIONS AND TRANSITIONS TO EXISTING GRADE TIE-IN POINTS SHALL BE SMOOTH

AND FREE OF ABRUPT CHANGES IN GRADE.

5. THE CONTRACTOR SHALL RECEIVE A TRIANGULAR IRREGULAR NETWORK (TIN) SURFACE

TO ASSIST WITH GRADING OPERATIONS. THE CAD FILE CONTAINING THE TIN SURFACE

SHALL CONTAIN SPOT ELEVATIONS, BREAKLINES, AND SURFACE GRADIENTS. IT IS THE

CONTRACTOR'S RESPONSIBILITY TO PROVIDE A FINISH SURFACE IN ACCORDANCE WITH

THE PLANS AND SPECIFICATIONS. THE CONTRACTOR SHALL BE EQUIPPED WITH THE

ABILITY TO UTILIZE MACHINE-CONTROL SYSTEMS TO EFFICIENTLY PERFORM

EARTHWORK IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS. THE CONTRACTOR

SHALL NOTIFY THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION IF THERE IS ANY

UNDERGROUND UTILITY CONFLICT THAT INTERFERES WITH THE PROPOSED GRADING

PLANS.

6. THE CONTRACTOR SHALL BE REQUIRED TO PROVIDE INTERMEDIATE AS-BUILT SURVEYS

OF THE INDICATED PLAN PAVEMENT AREAS AFTER THE SUBGRADE HAS BEEN

COMPACTED AND ACCEPTED IN ACCORDANCE WITH FAA SPECIFICATION P-152, AND

AFTER THE FINAL CONCRETE PAVEMENT INSTALLATION IN ADDITION TO THE REQUIRED

PROJECT DOCUMENTATION AND DELIVERABLES.

7. ALL AREAS OUTSIDE OF THE PROPOSED GRADING LIMITS THAT ARE IMPACTED,

DISTURBED, EXCAVATED, OR FILLED SHALL BE RESTORED BY THE CONTRACTOR AT NO

ADDITIONAL COST TO THE OWNER.

RESTORATION NOTES

3. ALL AREAS TO BE EXCAVATED SHALL BE STRIPPED OF VEGETATION AND TOPSOIL IN

ACCORDANCE WITH SECTION P-152-2.2 OF THE CONTRACT SPECIFICATIONS. STRIPPING

SHALL BE CONSIDERED A NECESSARY AND INCIDENTAL ITEM OF THE WORK INVOLVED

AND SHALL NOT BE MEASURED SEPARATELY FOR PAYMENT.

4. AREAS OUTSIDE OF THE PROJECT LIMITS THAT ARE DISTURBED BY THE CONTRACTORS

WORK OPERATIONS SHALL BE REPAIRED/REGRADED/RESTORED BY THE CONTRACTOR AT

NO ADDITIONAL COST TO THE OWNER. ALL DISTURBED AREAS OUTSIDE OF THE PROJECT

GRADING LIMITS SHALL BE RESTORED EQUAL TO OR GREATER THAN THE EXISTING

CONDITION REGARDLESS OF MATERIAL. ALL ASSOCIATED COSTS SHALL BE BORNE BY THE

CONTRACTOR.

5. ALL GRADING AREAS SHALL BE RESTORED WITH SOD, IN ACCORDANCE WITH ITEM T-904.

ALL AREAS OF SODDING SHALL BE SMOOTH AND FREE OF RUTTING AT THE COMPLETION

OF THE PROJECT.

6. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO ENSURE ADEQUATE GROWTH OF

GRASS FOR ALL AREAS RESTORED WITH SOD. CONTRACTOR SHALL WATER AND MAINTAIN

THE RESTORATION AREA.

7. SOD THAT DIES DUE TO INSUFFICIENT WATERING SHALL BE REMOVED AND REPLACED

WITH NEW SOD AT NO ADDITIONAL COST TO THE OWNER.

PROPOSED MAJOR CONTOURSX.XX'

SWALE CENTERLINE, (TYP.)

GRADING BREAKLINE, (TYP.)

PROPOSED MINOR

CONTOURSX.XX'

KEYED NOTES:

1. EXISTING TOPOGRAPHIC SURFACE CONTOURS. A COPY OF THE EXISTING TOPOGRAPHIC

SURFACE SHALL BE PROVIDED TO THE CONTRACTOR FOR REFERENCE DURING

CONSTRUCTION OPERATIONS, (TYP.)

2. PROPOSED GRADING LIMITS, TIE INTO EXISTING GRADE, (TYP.)

3. EXISTING UTILITY STRUCTURE TO BE PROTECTED.

4. CONCRETE TO ASPHALT KEYING DETAIL, A1/109.

5. YELLOW JACKET GEOSOLUTIONS INLET PROTECTION OR APPROVED EQUIVALENT, ITEM

C-102 STORM DRAIN INLET PROTECTION.

6. CONTRACTOR SHALL PROTECT THE EXISTING DRAINAGE INFRASTRUCTURE IN PLACE

DURING GRADING OPERATIONS. FOR EXISTING DRAINAGE STRUCTURE ELEVATION,

INVERTS AND SLOPES PLEASE REFER TO SHEET 105.

ATTENTION:

THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY

INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,

FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.

WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY

DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN

WHOLE OR IN PART, IS STRICTLY PROHIBITED

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LEESBURG INTERNATIONAL

AIRPORT

LEESBURG, FLORIDA

COMMERCIAL HANGAR

BUILDING

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CITY IFB NO. 26-011-HG

DRAWING

DATE:

APPROVED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

MARCH 2026

DJN

SCALE (US SVY FT): GRAPHIC

NO. DATE BY DESCRIPTION

REVISIONS:

AVCON, INC.

ENGINEERS & PLANNERS

5555 E. MICHIGAN ST., SUITE 200 - ORLANDO, FL 32822-2779

OFFICE: (407) 599-1122 - FAX: (407) 599-1133

CORPORATE CERTIFICATE OF AUTHORIZATION NUMBER: 5057

www.avconinc.com

Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

This item has been digitally signed and sealed by:

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AVCON PROJECT NO. 2025.236.02

AIRPORT BLVD

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PROPOSED 4-UNIT COMMERCIAL HANGAR

FFE: 80.8'

5|6 5|6

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B1

N: 1634478.2941 E: 397720.6462

ELEV: 77.75'

N: 1634406.2315 E: 397694.7032

ELEV: 76.50'

N: 1634500.7671 E: 397697.3798

ELEV: 80.60'

N: 1634436.4374 E: 397669.7811

ELEV: 80.60'

N: 1634424.6238 E:397659.2722

ELEV: 77.95'

N:1634519.2479 E: 397438.7132

ELEV: 79.95'

N: 1634533.0328 E: 397444.6272

ELEV: 80.70'

N: 1634535.0042 E: 397440.0322

ELEV: 80.60'

N: 1634478.2941 E: 397720.6462

ELEV: 80.60'

N: 1634438.4087 E: 397665.1862

ELEV: 80.70'

N: 1634502.6079 E: 397690.5526

ELEV: 80.67'

N: 1634593.4199 E: 397481.4158

ELEV: 80.78'

26-013-DN

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1 3-30-2026 DJN BID ADDENDUM #1

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Cal -Tech Testing, Inc.

• Engineering

• Geotechnical

• Environmental

P.O. Box 1625 • Lake City, FL 32056 Tel. (386) 755-3633 • Fax (386) 752-5456

450 SR 13N, Suite 106-308, Jacksonville, FL 32259 Tel. (904) 381-8901 • Fax (904) 381-8902

LABORATORIES

January 27, 2022

Daniel Nickols, P.E.

GAI Consultants 618 E. South Street, Suite 700 Orlando, Florida 32801

RE: Geotechnical Engineering Exploration Report

Leesburg International Airport-Hangar Complex Development Leesburg, Florida Cal-Tech Testing, Inc. Project No. 21-00546-01

Dear Mr. Daniel Nickols, P.E.:

This report presents the results of our geotechnical engineering exploration for the proposed hangar complex at the Leesburg International Airport in Leesburg, Florida.

The purposes of our geotechnical engineering exploration were to obtain subsurface soil information, perform analyzes and evaluations and provide site preparation and foundation support recommendations in regards to the construction of the proposed hangar structures.

SITE AND PROJECT INFORMATION

Based on observations during our field exploration, the project site consists of land parcels, currently used as overflow vehicular parking, with ground surface elevations increasing up to approximately 10 ft. in the south-north direction toward their boundary line with US 441.

Information you provided to us indicates the project consists of the development of a 4-hangar structures complex with finished floor elevations up to approximately 10 ft lower than the existing ground surface elevations. No information in regards to maximum and minimum column loads was provided for preparation of this report.

SUBSURFACE SOIL FIELD EXPLORATION

Our field exploration was performed between January 3 and 6, 2022, and consisted of drilling 12, 30-ft-deep, Standard Penetration Test (SPT) borings (B1 through B12) within the proposed hangar structures footprints. In addition, we obtained near-the-surface soil

Geotechnical Engineering Exploration Report Leesburg International Airport-Hangar Complex Development

Cal-Tech Testing, Inc. Project No.21-00546-01 bulk samples from (2) locations for subgrade strength determination by the California Bearing Ratio (CBR). The SPT boring and soil bulk sample location coordinates were obtained by superposition of the sketch on a web-available mapping system and laid out by our field crew using a hand-held Global Positioning System (GPS) device. Refer to the enclosed Boring Location Plan.

We contacted Sunshine State One Call of Florida to mark out existing, known underground utilities prior to the beginning of our field investigation.

The sampling and penetration procedures of the SPT borings were in general accordance with ASTM D 1586 Penetration Test and Split-Barrel Sampling of Soil, using a power rotary drill rig. The standard penetration tests were performed continuously through the upper 10 ft. and at 5 ft. intervals thereafter to the boring termination depths by driving a standard 13/8 inch I.D. and 2 inches O.D. split-spoon sampler with automatic 140-lb hammer falling 30 inches. The number of hammer blows required to drive the sampler a total of 24 inches (i.e. boring upper 10 ft.) or 18 inches, in 6-inch increments, were recorded in the boring logs. The penetration resistance, N-values, is the summation of the second and third 6-inch increments. The penetration resistance is used as an index to derive soil parameters from various empirical correlations. At completion, each bore hole was backfilled with soil cuttings. Detailed boring logs with location coordinates are enclosed to this report.

All soil samples were delivered to our soil laboratory for review by our geotechnical engineer and additional testing as required for classification.

SUBSURFACE SOIL CONDITIONS

GENERALIZED SOIL PROFILE

A generalized subsurface soil profile inferred from the result of the borings consists of a SAND stratum with an interbedded 4 ft. to 12 ft. thick SILTY SAND layer with a top depth varying from approximately 8 ft. to 18 ft. The SILTY SAND layer was not encountered at boring locations B6 and B10.

Plastic, metal and fabric debris were encountered at a depth of 4 ft. to 6 ft. while drilling boring location B6.

The soil penetration resistance N-values revealed a predominant, Very Loose (i.e. N<4) to Loose (i.e. 4<N<10) relative density zone in the SAND stratum upper 6 ft. to 10 ft. and a Medium Dense (i.e. 11<N<30) to Dense (i.e. 31<N<50) to Very Dense (i.e. N>50) thereafter to the termination depth of the borings at 30 ft.

Detailed subsurface soil conditions including strata soil classification and N-values are shown in the boring logs enclosed to this report.

Groundwater The groundwater was first encountered at depths from 7 ft. to 8 ft. at the borings with the lowest ground surface elevations and from 10 ft. to 15 ft. at the borings with higher ground surface elevations. The groundwater level at each boring location is shown in the enclosed Boring Logs.

The United States Department of Agriculture (USDA), National Resources Conservation Service (NRCS) indicates the site groundwater deeper than 80 inches.

Our review of the Hydrology Data from station No. 32053092-Harris Bayou Outlet East (approx. 1.5 miles from the project site) in the St. Johns River Water Management District, available on the web, indicates water levels fluctuated from 0.66 ft. to 3.80 ft.

(averaged 1.62 ft) through the las 10 years.

Observations of typical reddish and yellowish mottles and concretions of the sand particles at depths of about 6 ft. for borings B1 through B3, about 8-9 ft. for borings B4 though B9 and probably 10-11 ft. for B10 through B12 (no soil samples were retrieved from 10 to 12 ft depths) appear to indicate the Seasonal High Ground water table at those locations.

Based on the Federal Emergency Administration (FEMA) Flood Map No. 12069C0333E, effective December 18, 2012, the hangar complex site is located within an “Area of Minimal Flood Hazard-Zone X”.

SUBGRADE SOIL STRENGTH

The CBR laboratory test results indicate the strength of the subgrade soil upper 12 inches below the topsoil at the sample locations are:

CBR No.

Sample Depth

(in) CBR1 (%) Max. Dry Density2

(lb/ft3) Optimum Moisture

CBR1 0-18 29.8 112.9 10.5

CBR2 0-18 20.6 111.6 10.2

1-CBR value at 100% compaction per ASTM D 1557 2-Maximum Dry Density per ASTM D 1557

Reports of performed Laboratory California Bearing Ratio & Modified Proctor Test sheets are enclosed to this report.

GEOTECHNICAL EVALUATIONS & RECOMMENDATIONS

HANGAR STRUCTURES

The geotechnical consideration for support of the proposed hangar structures is the predominant, Very Loose to Loose relative density encountered in the SAND stratum upper 6 ft. to 10 ft; however, most of these soils will be cut down to establish the proposed structures’ finished floor elevations. Therefore, support of the hangar structures on footings will be adequate after performance of a site preparation in accordance with our recommendations in the following paragraphs.

Prior to the site preparation and after lowering the existing ground surface to the proposed subgrade elevations, the area at and around boring location B6 should be explored with test pits to completely remove the encountered debris. Subsequently, the entire site should be proofrolled with several passes of a large vibratory roller (i.e.

Ingersoll Rand SD-100D, or equivalent) until minimal indentation of the subgrade surface is attained.

After satisfactory performance of the recommended site preparation work, the proposed hangar structures could be supported on footings bearing on the exiting sand soils and designed with a safe soil contact pressure of 2,000 lb/ft2 and settlements within 1 inch.

An allowable sliding resistance of 0.30 could be used for the concrete footings cast directly on the existing sand.

After excavation for construction of the footings, their subgrade upper 12 inches should be compacted to at least 95% of the material’s Maximum Dry Density (ASTM D 1557).

The ground floors could be designed on grade after compaction of the subgrade to 95% of the material’s Maximum Dry Density (ASTM D 1557).

TAXIWAY PAVEMENTS

In accordance with the United States Department of Transportation Federal Aviation Administration (FAA) guidelines, the SAND subgrade expected after lowering the existing ground surface elevations is graded as “Fair to Good” for pavement foundation when not subject to frost action; however, the relative density through the upper 2 ft. to 4

ft. should be improved to the FAA requirements for the airport’s design aircraft.

Improvement of the subgrade relative density through the upper 12 inches is straightforward and achieved with several passes of a large vibratory roller; however, excavation and backfilling in lifts and with groundwater control might be necessary to comply with FAA compaction requirements at deeper layers of the subgrade.

Other aspects of the taxiway pavement thickness and strength should be designed in accordance with the FAA current guidelines for the airport’s design aircraft.

UNDERGROUND UTILITIES

Installation of underground utilities should be performed in accordance with the project drawings and specifications. Based on the field exploration results, the SAND is expected to be suitable for use as backfill material; however, silty sand soils with fines content in excess of about 12% are expected to be cumbersome to reach compaction when not at their Optimum Moisture.

Backfilling utility trenches should be performed by placing 12-in thick lifts of the sand soils compacted to 95% of the material’s Maximum Dry Density as per (ASTM D-1557).

CAL-TECH TESTING, INC.

P.O. BOX 1625

Lake City, Florida 32056-1625 Phone: (386) 755-3633

Fax: (386) 752-5456

BORING LOCATION PLAN

Leesburg Int’l Airport-Hangar Complex Development

N

SS

SS

SS

SS

SS

SS

SS

SS

(SP) Yellowish brown SAND

(SP) Light yellowish brown SAND

(SM) Light brownish gray SILTY SAND with red mottles

(SM) Light gray SILTY SAND with red mottles

(SM) Gray SILTY SAND

(SP) Very dark gray SAND

(SP) Dark reddish brown SAND

Bottom of borehole at 30.0 feet.

Boring Location Coordinates:

N28°49'39.96" W81°48'28.31"

SS=Split Spoon sampler

2-3-4-4 (7)

3-3-3-3 (6)

2-2-2-3 (4)

9-18-21-24 (39)

14-18-21-

(39)

9-12-8 (20)

16-18-18 (36)

14-16-27 (43)

16-16-12 (28)

NOTES Elev. refered to ground surface

GROUND ELEVATION 0 ft

LOGGED BY B.S.

DRILLING METHOD Rotary Mud Drilling/SPT

HOLE SIZE 3-in dia. x 30 ft. depth

DRILLING CONTRACTOR Cal-Tech Testing, Inc. GROUND WATER LEVELS:

CHECKED BY I.M.

DATE STARTED 1/3/22 COMPLETED 1/3/22

AT TIME OF DRILLING ---

AT END OF DRILLING 8.00 ft / Elev -8.00 ft

AFTER DRILLING ---

S Y

M B

O L

LO

G

E

LE

V

(f t)

-5

-10

-15

-20

-25

-30

D E

P T

H S

C A

LE

(f t)

SAMPLE DATA

REMARKS

T Y

P E

N U

M B

E R

MATERIAL DESCRIPTION

(DRILLING FLUID, DEPTH OF CASING,

FLUID LOSS, DRILLING RESISTANCE, ETC.)

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER B1

CLIENT GAI Consultants

PROJECT NUMBER 21-00546-01

PROJECT NAME Leesburg Int'l Airport-Hangar Complex Development

PROJECT LOCATION Leesburg, Florida

G E

O T

E C

H B

H C

O

LU

M N

S

D A

T A

E N

T R

Y L

A T

E S

T U

P D

A T

E .G

D T

/7 /2

:5

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:\P R

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M F

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S

X

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IN

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\P R

O

JE

C T

S \L

E E

S B

U R

G

IN

T E

R N

A T

IO

N

A L

A

IR

P O

R T

-H A

N G

A R

C O

M P

LE

X

D E

V E

LO

P

M E

N T

.G P

J Cal-Tech Testing, Inc.

3309 SR 247

Lake City, FL 32024 Telephone: 386-755-3633 Fax: 386-755-3633

SS

SS

SS

SS

SS

SS

SS

(SP) Gray SAND with limerock fragments

(SP) Yellowish brown SAND

(SP) Light yellowish brown SAND

(SM) Light gray SILTY SAND

(SP) Pinkish gray SAND

(SP) Reddish gray SAND

Bottom of borehole at 30.0 feet.

Boring Location Coordinates:

N28°49'39.80" W81°48'27.45"

SS=Split Spoon sampler

Red mottles and concretions observed from 6 ft. to 8 ft. depths

4-9-8-5 (17)

4-5-4-4 (9)

2-3-3-2 (6)

2-3-9-16 (12)

13-17-12-

(29)

12-14-16 (30)

16-25-27 (52)

9-12-18 (30)

12-18-19 (37)

NOTES Elev. refered to ground surface

GROUND ELEVATION 0 ft

LOGGED BY B.S.

DRILLING METHOD Rotary Mud Drilling/SPT

HOLE SIZE 3-in dia. x 30 ft. depth

DRILLING CONTRACTOR Cal-Tech Testing, Inc. GROUND WATER LEVELS:

CHECKED BY I.M.

DATE STARTED 1/3/22 COMPLETED 1/3/22

AT TIME OF DRILLING ---

AT END OF DRILLING 8.00 ft / Elev -8.00 ft

AFTER DRILLING ---

S Y

M B

O L

LO

G

E

LE

V

(f t)

-5

-10

-15

-20

-25

-30

D E

P T

H S

C A

LE

(f t)

SAMPLE DATA

REMARKS

T Y

P E

N U

M B

E R

MATERIAL DESCRIPTION

(DRILLING FLUID, DEPTH OF CASING,

FLUID LOSS, DRILLING RESISTANCE, ETC.)

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER B2

CLIENT GAI Consultants

PROJECT NUMBER 21-00546-01

PROJECT NAME Leesburg Int'l Airport-Hangar Complex Development

PROJECT LOCATION Leesburg, Florida

G E

O T

E C

H B

H C

O

LU

M N

S

D A

T A

E N

T R

Y L

A T

E S

T U

P D

A T

E .G

D T

/7 /2

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C

:\P R

O G

R A

M F

IL

E

S

X

G

IN

T

\P R

O

JE

C T

S \L

E E

S B

U R

G

IN

T E

R N

A T

IO

N

A L

A

IR

P O

R T

-H A

N G

A R

C O

M P

LE

X

D E

V E

LO

P

M E

N T

.G P

J Cal-Tech Testing, Inc.

3309 SR 247

Lake City, FL 32024

SS

SS

SS

SS

SS

SS

SS

(SP) Gray SAND with limerock fragments

(SP) Dark grayish brown SAND

(SP) Yellowish brown SAND

(SP) Gray SAND

(SP) Light gray SILTY SAND

(SP) Reddish to dark reddish to light reddish brown

SAND

Bottom of borehole at 30.0 feet.

Boring Location Coordinates:

N28°49'39.40" W81°48'26.55"

SS=Split Spoon sampler

3-6-8-10 (14)

10-12-9-9 (21)

4-5-3-4 (8)

2-3-3-2 (6)

2-2-2-3 (4)

11-16-15 (31)

11-22-19 (41)

10-10-11 (21)

7-6-7 (13)

NOTES Elev. refered to ground surface

GROUND ELEVATION 0 ft

LOGGED BY B.S.

DRILLING METHOD Rotary Mud Drilling/SPT

HOLE SIZE 3-in dia. x 30 ft. depth

DRILLING CONTRACTOR Cal-Tech Testing, Inc. GROUND WATER LEVELS:

CHECKED BY I.M.

DATE STARTED 1/3/22 COMPLETED 1/3/22

AT TIME OF DRILLING ---

AT END OF DRILLING 7.00 ft / Elev -7.00 ft

AFTER DRILLING ---

S Y

M B

O L

LO

G

E

LE

V

(f t)

-5

-10

-15

-20

-25

-30

D E

P T

H S

C A

LE

(f t)

SAMPLE DATA

REMARKS

T Y

P E

N U

M B

E R

MATERIAL DESCRIPTION

(DRILLING FLUID, DEPTH OF CASING,

FLUID LOSS, DRILLING RESISTANCE, ETC.)

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER B3

CLIENT GAI Consultants

PROJECT NUMBER 21-00546-01

PROJECT NAME Leesburg Int'l Airport-Hangar Complex Development

PROJECT LOCATION Leesburg, Florida

G E

O T

E C

H B

H C

O

LU

M N

S

D A

T A

E N

T R

Y L

A T

E S

T U

P D

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E .G

D T

/7 /2

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C

:\P R

O G

R A

M F

IL

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S

X

G

IN

T

\P R

O

JE

C T

S \L

E E

S B

U R

G

IN

T E

R N

A T

IO

N

A L

A

IR

P O

R T

-H A

N G

A R

C O

M P

LE

X

D E

V E

LO

P

M E

N T

.G P

J Cal-Tech Testing, Inc.

3309 SR 247

Lake City, FL 32024

SS

SS

SS

SS

SS

SS

SS

(SP) Yellowish brown SAND

(SP) Light yellowish brown SAND

(SP) Yellowish red SAND

(SM) Light gray SILTY SAND

(SP) Light gray SAND

Bottom of borehole at 30.0 feet.

Boring Location Coordinates:

N28°49'41.63" W81°48'28.48"

SS=Split Spoon sampler

Reddish brown sand concretions observed from 8 ft. to 10 ft.

depths

4-5-4-5 (9)

3-2-2-2 (4)

2-1-2-1 (3)

2-1-2-2 (3)

3-15-17-27 (32)

8-10-11 (21)

6-9-10 (19)

6-7-8 (15)

6-8-9 (17)

NOTES Elev. refered to ground surface

GROUND ELEVATION 0 ft

LOGGED BY B.S.

DRILLING METHOD Rotary Mud Drilling/SPT

HOLE SIZE 3-in dia. x 30 ft. depth

DRILLING CONTRACTOR Cal-Tech Testing, Inc. GROUND WATER LEVELS:

CHECKED BY I.M.

DATE STARTED 1/4/22 COMPLETED 1/4/22

AT TIME OF DRILLING ---

AT END OF DRILLING 13.00 ft / Elev -13.00 ft

AFTER DRILLING ---

S Y

M B

O L

LO

G

E

LE

V

(f t)

-5

-10

-15

-20

-25

-30

D E

P T

H S

C A

LE

(f t)

SAMPLE DATA

REMARKS

T Y

P E

N U

M B

E R

MATERIAL DESCRIPTION

(DRILLING FLUID, DEPTH OF CASING,

FLUID LOSS, DRILLING RESISTANCE, ETC.)

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER B4

CLIENT GAI Consultants

PROJECT NUMBER 21-00546-01

PROJECT NAME Leesburg Int'l Airport-Hangar Complex Development

PROJECT LOCATION Leesburg, Florida

G E

O T

E C

H B

H C

O

LU

M N

S

D A

T A

E N

T R

Y L

A T

E S

T U

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E .G

D T

/7 /2

:5

C

:\P R

O G

R A

M F

IL

E

S

X

G

IN

T

\P R

O

JE

C T

S \L

E E

S B

U R

G

IN

T E

R N

A T

IO

N

A L

A

IR

P O

R T

-H A

N G

A R

C O

M P

LE

X

D E

V E

LO

P

M E

N T

.G P

J Cal-Tech Testing, Inc.

3309 SR 247

Lake City, FL 32024

SS

SS

SS

SS

SS

SS

SS

(SP) Dark grayish brown SAND

(SP) Yellowish brown SAND

(SP) Reddish yellow SAND

(SM) Light gray SILTY SAND

(SP) Light brownish gray SAND

Bottom of borehole at 30.0 feet.

Boring Location Coordinates:

N28°49'41.26" W81°48'27.31"

SS=Split Spoon sampler

Reddish brown sand concretions observed from 8 ft. to 10 ft.

depths

4-4-5-5 (9)

3-3-3-3 (6)

2-2-1-2 (3)

2-1-2-2 (3)

5-4-9-21 (13)

14-17-24 (41)

7-5-5 (10)

6-8-12 (20)

10-13-14 (27)

NOTES Elev. refered to ground surface

GROUND ELEVATION 0 ft

LOGGED BY B.S.

DRILLING METHOD Rotary Mud Drilling/SPT

HOLE SIZE 3-in dia. x 30 ft. depth

DRILLING CONTRACTOR Cal-Tech Testing, Inc. GROUND WATER LEVELS:

CHECKED BY I.M.

DATE STARTED 1/4/22 COMPLETED 1/4/22

AT TIME OF DRILLING ---

AT END OF DRILLING 12.00 ft / Elev -12.00 ft

AFTER DRILLING ---

S Y

M B

O L

LO

G

E

LE

V

(f t)

-5

-10

-15

-20

-25

-30

D E

P T

H S

C A

LE

(f t)

SAMPLE DATA

REMARKS

T Y

P E

N U

M B

E R

MATERIAL DESCRIPTION

(DRILLING FLUID, DEPTH OF CASING,

FLUID LOSS, DRILLING RESISTANCE, ETC.)

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER B5

CLIENT GAI Consultants

PROJECT NUMBER 21-00546-01

PROJECT NAME Leesburg Int'l Airport-Hangar Complex Development

PROJECT LOCATION Leesburg, Florida

G E

O T

E C

H B

H C

O

LU

M N

S

D A

T A

E N

T R

Y L

A T

E S

T U

P D

A T

E .G

D T

/7 /2

:5

C

:\P R

O G

R A

M F

IL

E

S

X

G

IN

T

\P R

O

JE

C T

S \L

E E

S B

U R

G

IN

T E

R N

A T

IO

N

A L

A

IR

P O

R T

-H A

N G

A R

C O

M P

LE

X

D E

V E

LO

P

M E

N T

.G P

J Cal-Tech Testing, Inc.

3309 SR 247

Lake City, FL 32024

SS

SS

SS

SS

SS

SS

SS

(SP) Dark grayish brown SAND with limerock fragments

(SP) NO RECOVERY

(SP) Yellowish brown SAND

(SP) Pinkish gray SAND

(SP) Light gray SAND

(SP) Grayish brown SAND

Bottom of borehole at 30.0 feet.

Boring Location Coordinates:

N28°49'40.74" W81°48'26.05"

SS=Split Spoon sampler

A piece of metal recovered in the spoon from 4 ft. to 6 ft. depth

Reddish yellow concretions observed from 8 ft. to 10 ft.

depths

Sand concretions observed from

13.5 ft. to 15 ft. depths.

Large piece of fabric and plastic fragments retrieved while drilling from 15 ft. to 28.5 ft. depths. Poor mud circulation.

Pieces of metal observed in the samples from 23.5 ft. to 25 ft. and from 28.5 ft. to 30 ft. depths

2-3-3-4 (6)

3-2-2-2 (4)

2-2-2-2 (4)

3-2-3-2 (5)

3-5-8-13 (13)

34-50/2"

20-27-34 (61)

9-14-16 (30)

8-9-13 (22)

NOTES Elev. refered to ground surface

GROUND ELEVATION 0 ft

LOGGED BY B.S.

DRILLING METHOD Rotary Mud Drilling/SPT

HOLE SIZE 3-in dia. x 30 ft. depth

DRILLING CONTRACTOR Cal-Tech Testing, Inc. GROUND WATER LEVELS:

CHECKED BY I.M.

DATE STARTED 1/6/22 COMPLETED 1/6/22

AT TIME OF DRILLING ---

AT END OF DRILLING 10.00 ft / Elev -10.00 ft

AFTER DRILLING ---

S Y

M B

O L

LO

G

E

LE

V

(f t)

-5

-10

-15

-20

-25

-30

D E

P T

H S

C A

LE

(f t)

SAMPLE DATA

REMARKS

T Y

P E

N U

M B

E R

MATERIAL DESCRIPTION

(DRILLING FLUID, DEPTH OF CASING,

FLUID LOSS, DRILLING RESISTANCE, ETC.)

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER B6

CLIENT GAI Consultants

PROJECT NUMBER 21-00546-01

PROJECT NAME Leesburg Int'l Airport-Hangar Complex Development

PROJECT LOCATION Leesburg, Florida

G E

O T

E C

H B

H C

O

LU

M N

S

D A

T A

E N

T R

Y L

A T

E S

T U

P D

A T

E .G

D T

/7 /2

:5

C

:\P R

O G

R A

M F

IL

E

S

X

G

IN

T

\P R

O

JE

C T

S \L

E E

S B

U R

G

IN

T E

R N

A T

IO

N

A L

A

IR

P O

R T

-H A

N G

A R

C O

M P

LE

X

D E

V E

LO

P

M E

N T

.G P

J Cal-Tech Testing, Inc.

3309 SR 247

Lake City, FL 32024

SS

SS

SS

SS

SS

SS

SS

(SP) Yellowish brown SAND

(SP) Brownish yellow SAND

(SM) Pinkish gray SILTY SAND

(SM) Gray SILTY SAND

(SP) Gray SAND

(SP) Light reddish brown SAND

Bottom of borehole at 30.0 feet.

Boring Location Coordinates:

N28°49'42.93" W81°48'27.92"

SS=Split Spoon sampler

Yellowish red mottles observed from 8 ft. to 10 ft. depths

Yellowish red mottles and concretions observed from 13.5 ft.

to 15 ft. depths

3-4-3-2 (7)

2-2-2-2 (4)

2-2-2-2 (4)

3-3-3-3 (6)

3-2-3-4 (5)

4-10-12 (22)

9-12-17 (29)

23-26-20 (46)

7-8-11 (19)

NOTES Elev. refered to ground surface

GROUND ELEVATION 0 ft

LOGGED BY B.S.

DRILLING METHOD Rotary Mud Drilling/SPT

HOLE SIZE 3-in dia. x 30 ft. depth

DRILLING CONTRACTOR Cal-Tech Testing, Inc. GROUND WATER LEVELS:

CHECKED BY I.M.

DATE STARTED 1/5/22 COMPLETED 1/5/22

AT TIME OF DRILLING ---

AT END OF DRILLING 15.00 ft / Elev -15.00 ft

AFTER DRILLING ---

S Y

M B

O L

LO

G

E

LE

V

(f t)

-5

-10

-15

-20

-25

-30

D E

P T

H S

C A

LE

(f t)

SAMPLE DATA

REMARKS

T Y

P E

N U

M B

E R

MATERIAL DESCRIPTION

(DRILLING FLUID, DEPTH OF CASING,

FLUID LOSS, DRILLING RESISTANCE, ETC.)

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER B7

CLIENT GAI Consultants

PROJECT NUMBER 21-00546-01

PROJECT NAME Leesburg Int'l Airport-Hangar Complex Development

PROJECT LOCATION Leesburg, Florida

G E

O T

E C

H B

H C

O

LU

M N

S

D A

T A

E N

T R

Y L

A T

E S

T U

P D

A T

E .G

D T

/7 /2

:5

C

:\P R

O G

R A

M F

IL

E

S

X

G

IN

T

\P R

O

JE

C T

S \L

E E

S B

U R

G

IN

T E

R N

A T

IO

N

A L

A

IR

P O

R T

-H A

N G

A R

C O

M P

LE

X

D E

V E

LO

P

M E

N T

.G P

J Cal-Tech Testing, Inc.

3309 SR 247

Lake City, FL 32024

SS

SS

SS

SS

SS

SS

SS

(SP) Dark yellowish brown SAND

(SP) Yellowish brown SAND

(SP) Light yellowish brown SAND

(SP) Yellowish red SAND

(SM) Reddish yellow SILTY SAND

(SM) Gray SILTY SAND

(SP) Light gray and yellow to light gray SAND

Bottom of borehole at 30.0 feet.

Boring Location Coordinates:

N28°49'42.36" W81°48'26.60"

SS=Split Spoon sampler

2-4-3-3 (7)

2-2-2-2 (4)

1-2-1-1 (3)

2-1-1-1 (2)

1-2-2-3 (4)

8-16-16 (32)

17-26-32 (58)

11-13-15 (28)

10-11-14 (25)

NOTES Elev. refered to ground surface

GROUND ELEVATION 0 ft

LOGGED BY B.S.

DRILLING METHOD Rotary Mud Drilling/SPT

HOLE SIZE 3-in dia. x 30 ft. depth

DRILLING CONTRACTOR Cal-Tech Testing, Inc. GROUND WATER LEVELS:

CHECKED BY I.M.

DATE STARTED 1/5/22 COMPLETED 1/5/22

AT TIME OF DRILLING ---

AT END OF DRILLING 13.00 ft / Elev -13.00 ft

AFTER DRILLING ---

S Y

M B

O L

LO

G

E

LE

V

(f t)

-5

-10

-15

-20

-25

-30

D E

P T

H S

C A

LE

(f t)

SAMPLE DATA

REMARKS

T Y

P E

N U

M B

E R

MATERIAL DESCRIPTION

(DRILLING FLUID, DEPTH OF CASING,

FLUID LOSS, DRILLING RESISTANCE, ETC.)

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER B8

CLIENT GAI Consultants

PROJECT NUMBER 21-00546-01

PROJECT NAME Leesburg Int'l Airport-Hangar Complex Development

PROJECT LOCATION Leesburg, Florida

G E

O T

E C

H B

H C

O

LU

M N

S

D A

T A

E N

T R

Y L

A T

E S

T U

P D

A T

E .G

D T

/7 /2

:5

C

:\P R

O G

R A

M F

IL

E

S

X

G

IN

T

\P R

O

JE

C T

S \L

E E

S B

U R

G

IN

T E

R N

A T

IO

N

A L

A

IR

P O

R T

-H A

N G

A R

C O

M P

LE

X

D E

V E

LO

P

M E

N T

.G P

J Cal-Tech Testing, Inc.

3309 SR 247

Lake City, FL 32024

SS

SS

SS

SS

SS

SS

SS

(SP) Dark grayish brown SAND

(SP) Dark yellowish brown SAND

(SP) Light yellowish brown SAND

(SP) Yellowish red SAND

(SM) Gray SILTY SAND

(SP) Light gray SAND

Bottom of borehole at 30.0 feet.

Boring Location Coordinates:

N28°49'41.89" W81°48'25.55"

SS=Split Spoon sampler

Zero (0) blow count=weight of hammer

Yellowish red concretions observed from 9 ft. to 10 ft.

depths

1-3-3-3 (6)

2-2-1-1 (3)

1-1-1-1 (2)

0-0-0-0 (0)

2-2-3-4 (5)

20-50/4"

12-13-17 (30)

12-16-20 (36)

10-19-21 (40)

NOTES Elev. refered to ground surface

GROUND ELEVATION 0 ft

LOGGED BY B.S.

DRILLING METHOD Rotary Mud Drilling/SPT

HOLE SIZE 3-in dia. x 30 ft. depth

DRILLING CONTRACTOR Cal-Tech Testing, Inc. GROUND WATER LEVELS:

CHECKED BY I.M.

DATE STARTED 1/6/22 COMPLETED 1/6/22

AT TIME OF DRILLING 12.00 ft / Elev -12.00 ft

AT END OF DRILLING ---

AFTER DRILLING ---

S Y

M B

O L

LO

G

E

LE

V

(f t)

-5

-10

-15

-20

-25

-30

D E

P T

H S

C A

LE

(f t)

SAMPLE DATA

REMARKS

T Y

P E

N U

M B

E R

MATERIAL DESCRIPTION

(DRILLING FLUID, DEPTH OF CASING,

FLUID LOSS, DRILLING RESISTANCE, ETC.)

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

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LU

E

BORING NUMBER B9

CLIENT GAI Consultants

PROJECT NUMBER 21-00546-01

PROJECT NAME Leesburg Int'l Airport-Hangar Complex Development

PROJECT LOCATION Leesburg, Florida

G E

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.G P

J Cal-Tech Testing, Inc.

3309 SR 247

Lake City, FL 32024

SS

SS

SS

SS

SS

SS

SS

(SP) Dark yellowish brown SAND

(SP) Yellowish brown SAND

(SP) Light yellowish brown SAND

(SP) Yellowish red SAND

(SP) Reddish brown SAND

(SP) Light gray SAND

Bottom of borehole at 30.0 feet.

Boring Location Coordinates:

N28°49'43.96" W81°48'27.51"

SS=Split Spoon sampler

Yellowish red concretions observed from 13.5 ft. to 15 ft.

depths

3-3-3-2 (6)

2-1-2-1 (3)

1-1-2-2 (3)

2-1-2-1 (3)

2-3-2-3 (5)

3-5-7 (12)

10-10-10 (20)

39-50/3"

11-11-13 (24)

NOTES Elev. refered to ground surface

GROUND ELEVATION 0 ft

LOGGED BY B.S.

DRILLING METHOD Rotary Mud Drilling/SPT

HOLE SIZE 3-in dia. x 30 ft. depth

DRILLING CONTRACTOR Cal-Tech Testing, Inc. GROUND WATER LEVELS:

CHECKED BY I.M.

DATE STARTED 1/5/22 COMPLETED 1/5/22

AT TIME OF DRILLING ---

AT END OF DRILLING 14.50 ft / Elev -14.50 ft

AFTER DRILLING ---

S Y

M B

O L

LO

G

E

LE

V

(f t)

-5

-10

-15

-20

-25

-30

D E

P T

H S

C A

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(f t)

SAMPLE DATA

REMARKS

T Y

P E

N U

M B

E R

MATERIAL DESCRIPTION

(DRILLING FLUID, DEPTH OF CASING,

FLUID LOSS, DRILLING RESISTANCE, ETC.)

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER B10

CLIENT GAI Consultants

PROJECT NUMBER 21-00546-01

PROJECT NAME Leesburg Int'l Airport-Hangar Complex Development

PROJECT LOCATION Leesburg, Florida

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M E

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.G P

J Cal-Tech Testing, Inc.

3309 SR 247

Lake City, FL 32024

SS

SS

SS

SS

SS

SS

SS

(SP) Dark yellowish brown SAND

(SP) Yellowish brown SAND

(SP) Light yellowish brown SAND

(SP) Yellowish red SAND

(SM) Light gray SILTY SAND

(SP) Pinkish to light gray SAND

Bottom of borehole at 30.0 feet.

Boring Location Coordinates:

N28°49'43.80" W81°48'26.36"

SS=Split Spoon sampler

Yellowish red concretions observed from 13.5 ft. to 15 ft.

depths

2-2-2-2 (4)

1-2-1-1 (3)

1-1-1-1 (2)

2-1-2-3 (3)

2-3-3-4 (6)

3-5-6 (11)

3-4-4 (8)

14-20-26 (46)

10-11-15 (26)

NOTES Elev. refered to ground surface

GROUND ELEVATION 0 ft

LOGGED BY B.S.

DRILLING METHOD Rotary Mud Drilling/SPT

HOLE SIZE 3-in dia. x 30 ft. depth

DRILLING CONTRACTOR Cal-Tech Testing, Inc. GROUND WATER LEVELS:

CHECKED BY I.M.

DATE STARTED 1/5/22 COMPLETED 1/5/22

AT TIME OF DRILLING ---

AT END OF DRILLING 13.50 ft / Elev -13.50 ft

AFTER DRILLING ---

S Y

M B

O L

LO

G

E

LE

V

(f t)

-5

-10

-15

-20

-25

-30

D E

P T

H S

C A

LE

(f t)

SAMPLE DATA

REMARKS

T Y

P E

N U

M B

E R

MATERIAL DESCRIPTION

(DRILLING FLUID, DEPTH OF CASING,

FLUID LOSS, DRILLING RESISTANCE, ETC.)

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER B11

CLIENT GAI Consultants

PROJECT NUMBER 21-00546-01

PROJECT NAME Leesburg Int'l Airport-Hangar Complex Development

PROJECT LOCATION Leesburg, Florida

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J Cal-Tech Testing, Inc.

3309 SR 247

Lake City, FL 32024

SS

SS

SS

SS

SS

SS

SS

(SP) Grayish brown SAND

(SP) Yellowish brown SAND

(SM) Light gray SILTY SAND

(SP) Reddish brown SAND

(SP) Light gray SAND

Bottom of borehole at 30.0 feet.

Boring Location Coordinates:

N28°49'43.23" W81°48'25.00"

SS=Split Spoon sampler

Yellowish red concretions observed from 13.5 ft. to 15 ft.

depths

3-4-3-3 (7)

2-2-2-1 (4)

1-1-1-1 (2)

1-1-2-2 (3)

2-2-2-3 (4)

2-4-6 (10)

4-3-9 (12)

16-19-20 (39)

7-9-10 (19)

NOTES Elev. refered to ground surface

GROUND ELEVATION 0 ft

LOGGED BY B.S.

DRILLING METHOD Rotary Mud Drilling/SPT

HOLE SIZE 3-in dia. x 30 ft. depth

DRILLING CONTRACTOR Cal-Tech Testing, Inc. GROUND WATER LEVELS:

CHECKED BY I.M.

DATE STARTED 1/6/22 COMPLETED 1/6/22

AT TIME OF DRILLING ---

AT END OF DRILLING 13.00 ft / Elev -13.00 ft

AFTER DRILLING ---

S Y

M B

O L

LO

G

E

LE

V

(f t)

-5

-10

-15

-20

-25

-30

D E

P T

H S

C A

LE

(f t)

SAMPLE DATA

REMARKS

T Y

P E

N U

M B

E R

MATERIAL DESCRIPTION

(DRILLING FLUID, DEPTH OF CASING,

FLUID LOSS, DRILLING RESISTANCE, ETC.)

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

BORING NUMBER B12

CLIENT GAI Consultants

PROJECT NUMBER 21-00546-01

PROJECT NAME Leesburg Int'l Airport-Hangar Complex Development

PROJECT LOCATION Leesburg, Florida

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J Cal-Tech Testing, Inc.

3309 SR 247

Lake City, FL 32024