SA-06 - Traffic Signal Improvements Design FY26_GeotechReport.pdf

Report Geotechnical Engineering Services

Traffic Signal Improvements Design FY26 Central Florida Tourism Oversight District (CFTOD)

PSI Project No. 07573588

Project Number: 07573588 February 3, 2026

Updated August 20, 2026

Engineering Certificate of Authorization 3684 www.intertek.com/building

Professional Service Industries, Inc.

1748 33rd Street, Orlando, FL 32839

Phone: (407) 304-5560

Ms. Michelle Harrison, P.E.

Highway Design Department Manager HNTB Corporation 610 Crescent Executive Court, Suite 400 Lake Mary, Florida 32746

RE: Report Geotechnical Engineering Services Traffic Signal Improvements Design FY26

Central Florida Tourism Oversight District (CFTOD) Lake Buena Vista, Florida

Dear Ms. Harrison:

In general accordance with our proposal to you dated October 28, 2025, Professional Service Industries (PSI), Inc., an Intertek company, has provided geotechnical engineering services in connection with the noted project.

This letter report provides an overview of our work on the assignment and includes recommended soil parameter tables for use in foundation design.

The project under consideration herein is the replacement of a series of six existing mast arm traffic signal poles at two intersections within Central Florida Tourism Oversight District. The intersections to receive the replacement poles are Buena Vista Drive at Riviera Resort and Victory Way at Century Drive. Each intersection currently has three signal poles. The current signal pole structures are understood to be supported by single, concrete drilled shaft foundations. Existing groundcover in the immediate vicinity of the poles/foundations consists of grass/landscape areas. A generalized plan view of the project intersections is shown on Sheets 1 and 2.

We understand the replacement mast arm signal poles will generally be located near the existing pole structures and will be supported by similar single concrete drilled shaft foundations. We anticipate the drilled shafts will be designed and constructed in accordance with FDOT requirements/guidelines similar to previous mast arm/overhead sign projects within Central Florida Tourism Oversight District. The actual design of the drilled shafts will be performed by HNTB using soil data and geotechnical design parameters herein.

To evaluate subsoil conditions in the area of the proposed drilled replacement poles/shaft foundations, we drilled/sampled a total of six (6) Standard Penetration Test (SPT) borings (one boring per proposed pole structure). These borings were drilled in grassed areas at the approximate locations shown on Sheet 1 (Victory Way at Century Drive) and Sheet 2 (Buena Vista Drive at Riviera Resort) being extended to depths of 30 feet below existing grades. SPT sampling was in general accordance with the guidelines of ASTM D-1586, with an automatic hammer being used to drive the SPT sample spoon. Prior to our drilling the borings, utility locating services including potholing was carried out in the areas of interest by a subcontractor under the direction of HNTB to determine feasible pole locations.

Project Number: 0753588 HNTB Corporation

August 20, 2026

Soil samples recovered from the borings have been visually stratified in our Orlando laboratory following guidelines contained in the Unified Soil Classification System (USCS). Records of the materials encountered in the borings are presented as soil profiles on Sheets 1 and 2. Sheet 1 provides the results of the borings drilled at the Victory Way at Century Drive intersection with Sheet 2 presenting the boring results from the intersection of Buena Vista Drive at Riviera Resort. These sheets include descriptions of the encountered subsoils in USCS format.

Select samples were tested to determine natural moisture content and percent fines passing the U.S. Standard No. 200 sieve. These tests were carried out in general accordance with appropriate ASTM procedures. The results of the tests are included with the soil profiles on Sheets 1 and 2 adjacent to the depth increment of the test specimen.

A review of boring profiles indicates subsoils in the depth interval drilled to comprise a varying sequence of fine sands. The sands grade clean to slightly silty to silty (i.e., SP, SP-SM, and SM materials). Based on recorded SPT blow counts, the sands are for the most part in a loose to medium dense condition with some zones that grade very loose or dense to very dense. The very loose to loose materials were encountered in borings B-2 in the upper 10 feet of the boring profile. The dense and very dense soils were encountered in borings B-1, B-2, and B- 6 from depths of 12.5 to 17.5 feet below exiting grades at the boring locations. A layer of stiff sandy clay (CL) was encountered at boring B-1 from a depth of 22.5 feet to a depth of 27.5 feet underlain by loose sands to the termination depth of the boring of 30 feet below existing grade.

Where encountered in the top 10 feet of the borings, groundwater was observed at depths in the range 4 to 7 feet below grade at the time of drilling. Groundwater levels will fluctuate seasonally in response to rainfall or lack thereof. Additionally, water levels will to some degree be impacted by irrigation practices and stormwater improvements in any given area. For the purposes of shaft foundation design, we recommend that the water table be assumed to be at the ground surface.

Based on the results of the borings, subsoil conditions generally appear suitable for support of the replacement mast arm signal arm poles on single drilled shaft foundations. Given the presence of very loose to loose sands in the upper 10 feet as disclosed in boring B-2, we recommend that the contractor install temporary casing to minimum depths of 10 feet at location B-2 during foundation construction. As noted earlier, we understand the shafts will be design and constructed in accordance with FDOT guidelines and procedures. Recommended parameters for use in shaft foundation design are provided in the attached Table 1. As discussed, for the purpose of foundation design, the water table should be assumed to be at the ground surface.

Project Number: 0753588 HNTB Corporation

August 20, 2026

We appreciate your continued interest in PSI, and we trust that the foregoing information and accompanying attachments are of assistance to you and the project team at this time. In the event that you have any questions or if you require additional information, please do not hesitate to contact us.

Sincerely, PROFESSIONAL SERVICE INDUSTRIES, INC.

Certificate of Authorization No. 3684

Luis E. Calderon, E.I. Mustapha A. Abboud, M.S., P.E.

Project Engineer Sr. Geotechnical Engineer/Principal Consultant Florida License No. 56112

07573588 (Traffic Signal Improvements Design FY26) updated 8-20-26

Attachments

• Table 1 – Recommended Soil Parameters

• Figure 1 – Topographic Map

• Figure 2 – Soils Map

• Sheets 1 and 2 – Reports of Core Boring Sheets

ATTACHMENTS

TABLE 1

Recommended Soil Parameters for Design of Drilled Shafts

Traffic Signal Improvements Design FY26 Buena Vista Drive at Riviera Resort and Victory Way at Century Drive

Boring / Location

Intersection

Equivalent Safety Hammer Average

SPT N-Value (blows per foot)

Soil Angle of

Internal Friction (degrees)

Average Effective Soil Unit Weight

(pcf)

B-1 / NE

Buena Vista Drive at

Riviera Resort 14 30 48

B-2 / NW

Buena Vista Drive at

Riviera Resort 13 * 30 48

B-3 / SW

Buena Vista Drive at

Riviera Resort 11 30 48

B-4 / NE Victory Way at Century Drive 26 32 53

B-5 / NW Victory Way at Century Drive 21 32 53

B-6 / SW Victory Way at Century Drive 17 30 48

* Due to the loose soil conditions in the upper soil profile, the contractor should anticipate to install a temporary casing to a minimum depth of 10 feet below exiting grades during shaft construction

APPROXIMATE

SITE

LOCATION

1"=2000'

TOPOGRAPHIC MAP

REFERENCE: U.S.G.S. QUADRANGLE MAP. THE REPRESENTED DATA IS FOR INFORMATION PURPOSES ONLY. IT IS NOT MEANT FOR DESIGN, LEGAL, OR ANY OTHER USES.

INTERTEK-PSI ASSUMES NO RESPONSIBILITY FOR ANY DECISIONS MADE OR ANY ACTIONS TAKEN BY THE USER BASED UPON INFORMATION OBTAINED FROM THE ABOVE DATA.

07573588

DJW

FIGURE:

DRAWN:

PROJ. NO:

SCALE:

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OUODQGR� )L 3283�

��07�30�-5560

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1-21-26

DATE CREATED:

MAA

CHECKED:

APPROXIMATE

SITE

LOCATION

TRAFFIC SIGNAL IMPROVEMENTS DESIGN FY26

CENTRAL FLORIDA TOURISM OVERSIGHT DISTRICT

APPROXIMATE

SITE

LOCATION

1"=1000'

07573588 2

DJW

FIGURE:

DRAWN:

PROJ. NO:

SCALE:

17�8 33UG SWUHHW

OUODQGR� )L 3283�

��07�30�-5560

��07�30�-5561 ID[

SOILS MAP

1-21-26

DATE CREATED:

MAA

CHECKED:

TRAFFIC SIGNAL IMPROVEMENTS DESIGN FY26

REFERENCE: THE AERIAL PHOTOGRAPH WAS OBTAINED FROM GOOGLE EARTH. THE REPRESENTED DATA IS FOR INFORMATION PURPOSES ONLY. IT IS NOT MEANT FOR DESIGN, LEGAL, OR ANY OTHER USES. INTERTEK-PSI ASSUMES NO RESPONSIBILITY FOR ANY DECISIONS MADE OR ANY ACTIONS TAKEN BY THE USER BASED UPON INFORMATION

OBTAINED FROM THE ABOVE DATA.

SOILS LEGEND

APPROXIMATE

SITE

LOCATION

CENTRAL FLORIDA TOURISM OVERSIGHT DISTRICT

AutoCAD SHX Text 20 IMMOKALEE FINE SAND 34 POMELLO FINE SAND, 0 TO 5 PERCENT SLOPES 44 SMYRNA, WET, FINE SAND, 0 TO 2 PERCENT SLOPES

Extremely Aggressive

Extremely Aggressive

Steel:

Concrete:

Substructure:

ENVIRONMENTAL CLASSIFICATION:

Approximate Ground Surface Elevation

(SP)

Relative

Density

Very loose

Loose

Medium Dense

Dense

Very Dense

Very stiff

Stiff

Firm

Soft

Very soft

Consistency

Hard

(Blows/ft.)

Less than 3

Greater than 40

Less than 1

(Blows/ft.)

Greater than 24

SILTS AND CLAYS

GRANULAR MATERIALS

12-24

6-12

3-6

1-3

3-8

8-24

24-40

SPT (Automatic)

SPT (Automatic)

Natural moisture content (%) (FM 1-T 265)

Percent passing no. 200 U.S. standard sieve

Unified soil classification group symbol

Water table level

W=

-200=

GSE

Management District Potentiometric map of the water levels from the Floridan Aquifer up to elevation the Floridan Aquifer is estimated to be +80 feet, NGVD.

The contractor shall be prepared to handle artesian maximum potential Artesian Head Elevation in upper Floridan Aquifer for the Project Area, the

+80 feet, NGVD.

2. Subsurface variations between borings should be anticipated as indicated in

Section 2-4 of the Standard Specifications.

3. Based on a review of the St. Johns River Water locations only and may not be indicative

1. Plan view is preliminary for showing boring of final plans.

NOTES

1-19-26

Estimated normal seasonal high water table

DJW 1/26

MAA 1/26

Sand

LEGEND

Silty-Sand

CERTIFICATE OF AUTHORIZATION No. 00003684

ORLANDO, FL. 32839

1748 33RD STREET

INTERTEK PSI, INC.

P.E. NO.: 56112

MUSTAPHA A. ABBOUD, P.E.

N

Feet

0 10050

BORING TERMIN. @ 30.0'

NO CASING

N

A U

G E

R E

D

A U

G E

R E

D

Date

Driller

Hammer

Rig

B-1

28.356198

-81.547204

+99'

REX

Auto

CME 75

Bore #

Vertical Datum

O

O

Latitude

Longitude

Date

Driller

Hammer

Rig

B-2

28.356296

-81.547574

+98'

REX

Auto

CME 75

BORING TERMIN. @ 30.0'

NO CASING

N

Bore #

Vertical Datum

O

O

Latitude

Longitude

B-2

B-1

B-3

MAA

MAST ARM STRUCTURES

(SPT) Boring Location

Approximate Standard Penetration Test

P S I

P

R O J E

C T o

S H

E E

T

Approx. Elevation Approx. Elevation

N

A U

G E

R E

D

Bore #

Vertical Datum

O

O

Latitude

Longitude

Date

Driller

Hammer

Rig

B-3

28.356025

-81.547709

+99'

REX

Auto

CME 75

Approx. Elevation

1-19-26

1/19/26

1-19-26

1-19-26

+100

+95

+90

+85

+80

+75

+70

+65

+100

+95

+90

+85

+80

+75

+70

+65

1/19/26

Brown fine SAND, (SP) fine sand, (SP), (SP-SM)

Gray fine SAND to slightly silty

(SP), (SP-SM)

to slightly silty fine sand, Dark brown to dark gray fine SAND

(SP), (SP-SM)

to slightly silty fine sand, Dark gray to dark brown fine SAND

(SP), (SP-SM)

slightly silty fine sand, Dark brown-reddish fine SAND to

Brown silty fine SAND, (SM)

Brown fine SAND, (SP)

1/19/26 sand, (SP), (SP-SM) fine SAND to slightly silty fine

Dark brown to gray and light gray

(SP), (SP-SM)

slightly silty fine sand, Brown-reddish fine SAND to

CENTURY DRIVE

V

IC

T O

R Y

W A

Y

NGVD NGVD NGVD

-200=5

E L E

V A

T I O

N

I N

F

E E

T

N G

V D

E L E

V A

T I O

N

I N

F

E E

T

N G

V D

Sandy-Clay

W=13

W=40

-200=20

W=50

-200=50

Dark brown silty fine SAND, (SM)

Brown sandy CLAY, (CL)

Brown to gray silty fine SAND, (SM)

OVERSIGHT DISTRICT

CENTRAL FLORIDA TOURISM

REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:

ROAD NO. COUNTY COUNTY CIP NO.

REVISIONS

DATE BY DESCRIPTION DATE BY DESCRIPTION

N/A ORANGE

REPORT OF CORE BORINGS

494172 8/20/2026 10:09:23 AM P:\757\CADD PROJECTS\2026 PROJECTS\07573588\07573588 - INTERTEK.dgn

DJW 1/26

MAA 1/26

CERTIFICATE OF AUTHORIZATION No. 00003684

ORLANDO, FL. 32839

1748 33RD STREET

INTERTEK PSI, INC.

P.E. NO.: 56112

MUSTAPHA A. ABBOUD, P.E.

N

Feet

0 10050

B-5

B-4

B-6

MAA

Extremely Aggressive

Extremely Aggressive

Steel:

Concrete:

Substructure:

ENVIRONMENTAL CLASSIFICATION:

Approximate Ground Surface Elevation

(SP)

Relative

Density

Very loose

Loose

Medium Dense

Dense

Very Dense

Very stiff

Stiff

Firm

Soft

Very soft

Consistency

Hard

(Blows/ft.)

Less than 3

Greater than 40

Less than 1

(Blows/ft.)

Greater than 24

SILTS AND CLAYS

GRANULAR MATERIALS

12-24

6-12

3-6

1-3

3-8

8-24

24-40

SPT (Automatic)

SPT (Automatic)

Natural moisture content (%) (FM 1-T 265)

Percent passing no. 200 U.S. standard sieve

Unified soil classification group symbol

Water table level

W=

-200=

GSE

Management District Potentiometric map of the water levels from the Floridan Aquifer up to elevation the Floridan Aquifer is estimated to be +80 feet, NGVD.

The contractor shall be prepared to handle artesian maximum potential Artesian Head Elevation in upper Floridan Aquifer for the Project Area, the

+80 feet, NGVD.

2. Subsurface variations between borings should be anticipated as indicated in

Section 2-4 of the Standard Specifications.

3. Based on a review of the St. Johns River Water locations only and may not be indicative

1. Plan view is preliminary for showing boring of final plans.

NOTES

1-19-26

Estimated normal seasonal high water table

(SPT) Boring Location

Approximate Standard Penetration Test

MAST ARM STRUCTURES

P S I

P

R O J E

C T o

S H

E E

T

BORING TERMIN. @ 30.0'

NO CASING

N

A U

G E

R E

D

A U

G E

R E

D

Date

Driller

Hammer

Rig

B-4

28.367248

-81.543931

REX

Auto

CME 75

Bore #

Vertical Datum

O

O

Latitude

Longitude

Date

Driller

Hammer

Rig

B-5

28.367476

-81.544278

REX

Auto

CME 75

Bore #

Vertical Datum

O

O

Latitude

Longitude

Approx. Elevation Approx. Elevation

N

A U

G E

R E

D

Bore #

Vertical Datum

O

O

Latitude

Longitude

Date

Driller

Hammer

Rig

B-6

28.367288

-81.544482

REX

Auto

CME 75

Approx. Elevation

1-19-26

+100'

1/19/26

+100

+95

+90

+85

+80

+75

+70

(SP), (SP-SM)

SAND to slightly silty fine sand, Brown to gray and light gray fine

(SP), (SP-SM)

slightly silty fine sand, Brown to light brown fine SAND to silty fine sand, (SP), (SP-SM)

Dark brown fine SAND to slightly

+100'

1/19/26

Brown fine SAND, (SP) fine sand, (SP), (SP-SM)

Brown fine SAND to slightly silty silty fine sand, (SP), (SP-SM)

Light gray fine SAND to slightly

(SP), (SP-SM)

slightly silty fine sand, Brown to dark gray fine SAND to

Brown-reddish fine SAND, (SP)

1-19-26 1-19-26

+100'

1/19/26 fine sand, (SP), (SP-SM)

Brown fine SAND to slightly silty

(SP), (SP-SM)

slightly silty fine sand, Dark brown-reddish fine SAND to

Dark brown fine SAND, (SP) fine sand, (SP), (SP-SM)

Brown fine SAND to slightly silty

+100

+95

+90

+85

+80

+75

+70

Sand

LEGEND

B U E

N A

V

IS

T A

D

R

IV

E

NGVD NGVD NGVD

-200=4

-200=3

(Cemented) 2'-4'

E L E

V A

T I O

N

I N

F

E E

T

N G

V D

E L E

V A

T I O

N

I N

F

E E

T

N G

V D

-200=5

W=20

W=22

W=22

SAND, (SP)

Light gray to light brown fine

Dark brown cemented fine SAND, (SP)

REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:

ROAD NO. COUNTY COUNTY CIP NO.

REVISIONS

DATE BY DESCRIPTION DATE BY DESCRIPTION

N/A ORANGE

REPORT OF CORE BORINGS

494172 8/20/2026 10:09:28 AM P:\757\CADD PROJECTS\2026 PROJECTS\07573588\07573588 - INTERTEK.dgn

OVERSIGHT DISTRICT

CENTRAL FLORIDA TOURISM