CR_1883_Geotechnical_Report_(HF235116).pdf

Report Cover Page

CR 1883 Improvements Phase I Geotechnical Engineering Report

March 7, 2024 | Terracon Project No. HF235116

Prepared for:

Chipola Engineering Group, Inc.

1695 Metropolitan Circle, Suite 2 Tallahassee, Florida

3559 Timberlane School Road Tallahassee, Florida 32312

P (850) 692 7185 Terracon.com

Facilities | Environmental | Geotechnical | Materials

Cover Letter to Sign

March 7, 2024

Chipola Engineering Group, Inc.

1695 Metropolitan Circle, Suite 2 Tallahassee, Florida

Attn: Mr. Nick Grosso, PE P: (850) 329 5241 E: ngrosso@chipolaeg.com

Re: Geotechnical Engineering Report CR 1883 Improvements Phase I From SR 83 to CR 183B Walton County, Florida Terracon Project No. HF235116 Financial Project ID: 448615-1-54-01

Dear Mr. Grosso:

Terracon Consultants, Inc. (Terracon) is pleased to present this report of geotechnical engineering services for the above referenced project. These services were performed in general accordance with our Subconsultant Agreement for Professional Services, dated October 26, 2023. This report presents the results of our subsurface exploration, laboratory testing, and recommendations for the improvements to CR 1883.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

Dustin Travis Mills, PE John B. Kimberly IV, PE Project Manager Regional Manager FL Registration No. 83656 FL Registration No. 49866

This document has been digitally signed and sealed by Dustin Travis Mills, PE on the date adjacent to the seal.

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

Geotechnical Engineering Report CR 1883 Improvements Phase I | Walton County, Florida March 7, 2024 | Terracon Project No. HF235116

Facilities | Environmental | Geotechnical | Materials i

Table of Contents

Project Description Site Conditions

Topography NRCS Soil Survey Geological Setting

Geotechnical Characterization Pavement Conditions Soil Survey Groundwater Conditions Laboratory Testing

Evaluation and Recommendations General Pavement Design Options Pavement Design

General Comments

Appendices

Appendix A Field Exploration Appendix B Laboratory Testing Appendix C Supporting Information

Refer to each individual Attachment for a listing of contents.

Note: This report was originally delivered in a web-based format. Blue Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

http://client.terracon.com/

Facilities | Environmental | Geotechnical | Materials 1

CR 1883 Improvements Phase I

From SR 83 to CR 183B Walton County, Florida

FPID: 448615-1-54-01

Terracon Project No. HF235116

March 7, 2024

Purpose and Scope

This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed resurfacing project. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

■ Subsurface soil conditions

■ Groundwater conditions

■ Environmental classification of soils

■ Roadway soil survey recommendations

■ Existing pavement thickness

The geotechnical engineering Scope of Services for this project included the following:

■ Review of publicly available quadrangle and county soil survey maps;

■ Conducting 51 soil borings (17 of which were coupled with pavement cores) to depths ranging from 2 to 5 feet along the existing roadway and near proposed cross-drains;

■ Conducting 17 pavement cores through the existing pavement;

■ Conducting laboratory classification and index property testing;

■ Conducting environmental corrosion property testing on samples collected at existing cross-drain locations;

■ Drafting of Soil Survey and Soil Boring Profile plan sheets; and

■ Development of this Geotechnical Engineering Report which documents our findings, evaluation, and recommendations.

Maps and location plans showing the project site, along with the boring profiles and field exploration procedures are shown in the Appendix A at the end of this report. The results of the laboratory testing and the testing procedures performed on soil samples

March 7, 2024 | Terracon Project No. HF235116

Facilities | Environmental | Geotechnical | Materials 2 obtained from the site during the field exploration, are included on the boring profiles and summarized in Appendix B.

Project Description

Our initial understanding of the project was provided in our proposal and was discussed with the design team in various correspondence occurring during the course of the project and our current understanding of the project is as follows:

Item Description

Project Location

The project is located in Northeast Walton County. The subject segment of CR 1883 runs from about 4 ½ miles north of Defuniak Springs at the intersection of SR 83 and extends approximately 5 miles northeast to Pleasant Grove at the intersection of CR 183B.

Project Description

The proposed improvements include milling and re-surfacing of approximately 5 miles of the existing, paved roadway. While borings were performed for potential future use in evaluating cross-drains, it is not anticipated that they will need to be extended or replaced at this time.

Proposed Typical Section

The intent is to resurface the existing roadway without significant change to the width or grade line.

Design Traffic Proposed traffic as provided by Chipola Engineering Group (CEG) includes a current AADT of 1,800 with a design Equivalent 18-kip Single Axle Load (ESAL) of 1,082,651 for the year 2044.

Site Conditions

The following description of site conditions is derived from our review of publicly available geologic and topographic publications.

Topography

Based on the United States Geological Survey (USGS) “Glendale, Florida,” topographic quadrangle maps (issued in 1987) the natural ground surface in the proposed project area appears to range from approximately EL +145 to +270 feet NGVD. Excerpts of the USGS Quadrangle Map of the project area are shown as Exhibit A-1.

N

March 7, 2024 | Terracon Project No. HF235116

Facilities | Environmental | Geotechnical | Materials 3

NRCS Soil Survey

The Natural Resource Conservation Service (NRCS) Walton County soil survey map for the project location with the approximate project boundary overlaid is included as Exhibit A-2. In addition to the map provided, Terracon reviewed data tables for anticipated soil properties and groundwater in preparation for our exploration plan.

Geological Setting

This project extends through three geologic formations. Citronelle formation extends from the west end to about 2.6 miles east along CR 1883 and again from 0.4 miles from the end to the end of the project. Alum Bluff Group makes up the area that spans between the areas of Citronelle formation. Descriptions of these formations taken from USGS publications are as follows:

The Citronelle Formation is widespread in the Gulf Coastal Plain. The Citronelle Formation grades laterally, through a broad facies transition, into the Miccosukee Formation of the eastern Florida panhandle. Coe (1979) investigated the Citronelle Formation in portions of the western Florida panhandle. The Citronelle Formation is a siliciclastic, deltaic deposit that is lithologically similar to, and time equivalent with, the Cypresshead Formation and, at least in part, the Long Key Formation (Cunningham et al., 1998) of the peninsula. In the western panhandle, some of the sediments mapped as Citronelle Formation may be reworked Citronelle. The Citronelle Formation consists of gray to orange, often mottled, unconsolidated to poorly consolidated, very fine to very coarse, poorly sorted, clean to clayey sands. It contains significant amounts of clay, silt and gravel which may occur as beds and lenses and may vary considerably over short distances. Limonite nodules and limonite-cemented beds are common. Much of the Citronelle Formation is highly permeable. It forms the Sand and Gravel Aquifer of the surficial aquifer system.

The Alum Bluff Group includes the Chipola Formation, Oak Grove Sand, Shoal River Formation, Choctawhatchee Formation and the Jackson Bluff Formation (Huddlestun, 1984; Braunstein et al., 1988). The Alum Bluff Group crops out or is beneath a thin overburden in the western panhandle from river valleys in Okaloosa County eastward to western Jackson County. The Alum Bluff Group consists of clays, sands and shell beds which may vary from fossiliferous, sandy clays to unfossiliferous sands and clays and occasional carbonate beds (Huddlestun, 1984). Mica is a common constituent and glauconite and phosphate occur sporadically. Induration varies from essentially nonindurated in sands to well indurated in carbonate lenses. Colors range from cream to olive gray with mottled reddish brown in weathered sections. Sand grain size varies from very fine to very coarse with sporadic occurrences of gravel. These sediments generally have low permeabilities and are part of the intermediate confining unit/aquifer system.

March 7, 2024 | Terracon Project No. HF235116

Facilities | Environmental | Geotechnical | Materials 4

Geotechnical Characterization

A map showing the individual boring and core locations overlain on aerial imagery has been presented as Exhibit A-3. A description of field exploration procedures has been provided as Exhibit A-4.

Pavement Conditions

To evaluate existing pavement conditions, 17 pavement cores were collected on approximately 1,500-foot spacings in alternating lanes of the existing roadway. Site photos showing the pavement condition at each core location are included as Exhibit A-5.

The pavement layers encountered, total length of each core, underlying base material, and pavement conditions recorded at each core location have been summarized in Exhibit A-6.

Full-depth cracking was observed at almost all core locations. Based on visual assessment of pavement surfaces, rut depths, and crack depth, type, extent the pavements were almost all rated as being in “poor” condition, with core C-16 (near the end of the project) being the only location given a “fair” rating.

The existing base material consisted of a “black base” – herein classified as Sand Asphalt Hot Mix (SAHM) – and in the eastern half of the site, this layer was underlain by a binder course. This asphaltic base course varied in thickness from about 1.5 to 4.0 inches. Because the asphaltic base course was retained as part of the pavement core and has the same structural coefficient, the base course has been included as part of the pavement thickness shown in Exhibit A-6. Photos of pavement cores have been included as Exhibit A-7.

From our review and testing, the subgrade does not appear to be a significant source of pavement deterioration. Based on our observations, we believe the majority of the observed pavement distress may be related to aging, curing, or shrinking rather than overloading or failure of the subgrade conditions.

Soil Survey

Soil samples were visually classified in the field by a geotechnical technician and further evaluated in the laboratory by a Geotechnical engineer in accordance with the AASHTO Soil Classification System which has been included as Exhibit C-1 in Appendix C.

The Roadway Soil Survey, presented as Exhibit A-8, has been developed with three generalized soil strata which were encountered in our borings. These soil strata are tabulated below:

March 7, 2024 | Terracon Project No. HF235116

Facilities | Environmental | Geotechnical | Materials 5

Stratum Number

Description

AASHTO

Classification 1 Gray and brown fine sand A-3 2 Brown silty fine sand A-2-4

Brown and orange clayey fine sand to clayey sand

A-2-7, A-6

The report of auger borings for roadway and cross-drains (Exhibit A-9 and Exhibit A-10, respectively) illustrate the soil stratum designation at each boring location. Strata boundaries shown on these exhibits represents approximate location of changes in soil types based on our observations; in-situ, the transition between materials may be gradual and is expected to vary between boring locations.

Boring profiles provide detailed descriptions of the subsurface conditions encountered at each boring location. When reviewing the core boring sheets and the subsurface profiles, it should be understood that soil conditions might vary between and away from boring locations. Stratification boundaries on logs represent the approximate depth of changes in soil types; the transition between materials may be gradual.

Groundwater Conditions

Each borehole was observed for the presence and level of groundwater during drilling.

However, groundwater was not encountered within the depth of our borings taken within the roadway and was only encountered in six borings taken at cross-drain locations. The measured groundwater at each boring location is indicated on the Reports of Auger Borings and tabulated with location data for each boring in Exhibit A-11.

It should be recognized that the groundwater level will fluctuate due to seasonal climatic variations, previous rainfall, construction operations, surrounding development, and other interrelated factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the future may be higher or lower than the levels indicated on the boring profile sheets. It should be noted that changes in on-site or adjacent off-site surface hydrology and subsurface drainage could have significant effects on the seasonal high groundwater levels in the project area.

Laboratory Testing

A description of laboratory testing procedures is presented as Exhibit B-1 in Appendix B.

The results of laboratory testing, including moisture content, grain size distribution, and Atterberg limits are presented on the Summary of Laboratory Testing table included as Exhibit B-2 and summarized on the Roadway Soil Survey Sheet in Appendix A.

March 7, 2024 | Terracon Project No. HF235116

Facilities | Environmental | Geotechnical | Materials 6

Corrosion series testing was performed on soil samples obtained from cross-drain borings.

The results are presented on the Summary of Corrosion Series Testing table in Exhibit B-3 and summarized the Roadway Soil Survey Sheet in Appendix A.

Evaluation and Recommendations

General

The following conclusions and recommendations are based on the project information presented in this report, the obtained subsurface information, and our experience with similar subsurface conditions and construction. If subsurface conditions different from those encountered by the borings documented in this report are encountered during construction, we should be notified immediately so that we can review the following recommendations in consideration of such circumstances.

Furthermore, it is our understanding that this project is anticipated to be constructed without earthwork. Therefore, earthwork recommendations have not been addressed herein. If this changes, Terracon should be informed so that we may update this report with appropriate recommendations.

Pavement Design Options

Given that the majority of core locations contained full-depth cracks, a partial mill and overlay option will result in cracks reflecting through overlaid layers and shorten the pavement’s effective life to less than 10 years. While a complete removal and replacement would provide the most longevity, we understand that this approach may not be a practical solution for this project. Therefore, we recommend that other options be considered to help mitigate reflective cracking and extend the life of the pavement. As part of this evaluation, we considered Full Depth Reclamation (FDR) as an option to homogenize the lower layers, however, given the condition of the subgrade materials and lack of aggregate in lower layers of asphalt encountered, we believe this option may not be well suited for this site.

With consideration to the probable mode of pavement failure and the presence of full-depth cracking, we believe the most viable and economical rehabilitation will include a partial milling of the surface asphaltic concrete, application of a Stress-Absorbing Membrane (SAM) interlayer and overlaying with structural asphalt to meet or exceed the existing section. The SAM interlayer is a non-woven geotextile material specifically designed for asphalt overlay applications. The SAM is placed atop the milled surface, along with asphalt binder, prior to overlay with structural asphaltic concrete. A function of the SAM is to resist reflective cracking (bottom-up) from the existing cracks in the black base and improve the overall resilience and performance of the asphalt overlay. A draft SAM specification, including material requirements, is provided in Supporting Documents in Appendix C.

March 7, 2024 | Terracon Project No. HF235116

Facilities | Environmental | Geotechnical | Materials 7

Pavement Design

Based on our discussions with CEG, we understand that the pavement section should be designed to limit raising or lowering the grade to the extent possible.

Required Structural Number (SNR) – Pavement thickness were developed using the FDOT Flexible Pavement Manual, 2024 (FPDM) with the following input parameters:

Parameter Value

AADT 1 1,800

Target Design Year 1 2044

Design Traffic Speed 35 to 55 mph

Traffic Level B

Reliability 90%

Resilient Modulus (MR) 2 19,000 psi

Approximate E18SAL 1 1,100,000

1. Parameter provided by CEG

2. Resilient Modulus is estimated based on the 90% method, using DCP to LBR to Resilient Modulus (MR) correlations.

Based on the above values and the recommendations in the FPDM, we have calculated a Required Structural Number (SNR) of 2.46.

Calculated Structural Number (SNC) – The following presents our calculated structural number based on the associated layer coefficients recommended by the FPDM and an assumed 2-inches of milling:

Layer Description

Assumed Material Type Structural Coefficient

Layer Thickness (Inches)

Layer Structural Number

Friction Course FC-9.5 0.44 1.00 0.44

Structural Course SP-12.5 0.44 1.50 0.66

SAMI Stress Absorption Membrane Interlayer

Base Existing Asphalt Base (after 2-inch mill)

0.15 2.80 0.42

Subgrade Native Silty/Clayey Sand

Design LBR 75 1 0.08 12.0 0.96

Total SNC 2.48

1. Subgrade design LBR value is based on DCP correlations of subgrade material encountered.

March 7, 2024 | Terracon Project No. HF235116

Facilities | Environmental | Geotechnical | Materials 8

Because groundwater was not encountered within 3 feet of the existing base material, no reduction has been applied to the subgrade modulus values.

Pavement Maintenance

While the SAM interlayer is designed to extend the life of pavement by absorbing stress differences across the existing cracks, we anticipate that cracks will likely propagate through in less than the proposed design life. To extend the life of the pavement further, a preventative maintenance plan to sealing cracks when they form should be considered.

General Comments Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration.

Variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials, or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly affect excavation cost. Any parties charged with estimating excavation

March 7, 2024 | Terracon Project No. HF235116

Facilities | Environmental | Geotechnical | Materials 9 costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety and cost estimating including excavation support and dewatering requirements/design are the responsibility of others.

Construction and site development have the potential to affect adjacent properties. Such impacts can include damages due to vibration, modification of groundwater/surface water flow during construction, foundation movement due to undermining or subsidence from excavation, as well as noise or air quality concerns. Evaluation of these items on nearby properties are commonly associated with contractor means and methods and are not addressed in this report. The owner and contractor should consider a preconstruction/precondition survey of surrounding development. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.

Appendix A

Field Exploration

Exhibit A-1 Topographic Vicinity Map

Exhibit A-2 Soils Map

Exhibit A-3 Boring Location Plan (5 pages)

Exhibit A-4 Field Exploration Procedures

Exhibit A-5 Site Photo Log (5 pages)

Exhibit A-6 Pavement Core and Condition Survey

Exhibit A-7 Pavement Core Photos (5 pages)

Exhibit A-8 Roadway Soil Survey Sheet

Exhibit A-9 Report of Auger Borings for Roadway

Exhibit A-10 Report of Auger Borings for Cross-Drains

Exhibit A-11 Groundwater Data Table (2 pages)

Project Mngr:

Approved By:

Checked By:

Drawn By:

Project No.

Scale:

Date:

File No.

TOPOGRAPHIC VICINITY MAP

PJC AS SHOWN

7.5 MINUTE SERIES (QUADRANGLE)

ISSUED: 1987

GLENDALE, FLORIDA

3559 TIMBERLANE SCHOOL ROAD

TALLAHASSEE, FLORIDA 32312

FAX. (850) 692-7186PH. (850) 692-7185

100009000800060005000 70004000300010000 20001000

FEET

SCALE 1"=2000'

N

&5

,3 3/ �5

+$//(/8-$+�75

,N /(�5

&5�����%

&2<�(//,6�5'

$/,*N0(N7

$/,*N 0(N7

DTM

DTM

ZLB

HF235116

HF235116

2-16-2024

GEOTECHNICAL ENGINEERING REPORT

CR 1883 IMPROVEMENTS PHASE I

FROM SR 83 TO CR 183B

WALTON COUNTY, FLORIDA

AutoCAD SHX Text

UNITED STATES - DEPARTMENT OF THE INTERIOR - GEOLOGICAL SURVEY

Project Mngr:

Approved By:

Checked By:

Drawn By:

Project No.

Scale:

Date:

File No.

PJC AS SHOWN

DTM

DTM

ZLB

HF235116

HF235116

2-16-2024

SOIL LEGEND

BONIFAY LOAMY SAND, 5% TO 8% SLOPES3

DOTHAN LOAMY SAND, 3% TO 5% SLOPES10

U.S.D.A. SOIL SURVEY FOR WALTON COUNTY, FLORIDA

FUQUAY LOAMY SAND, 0% TO 5% SLOPES13

FUQUAY LOAMY SAND, 5% TO 8% SLOPES14

KINSTON-JOHNSTON-BIBB COMPLEX,15

LAKELAND SAND, 0% TO 5% SLOPES17

LEEFIELD-STILSON LOAMY SANDS, 0% TO 5% SLOPES20

LUCY LOAMY SAND, 0% TO 5% SLOPES22

ORANGEBURG SANDY LOAM, 1% TO 5 % SLOPES25

SR 83

SOILS MAP

GEOTECHNICAL ENGINEERING REPORT

CR 1883 IMPROVEMENTS PHASE I

FROM SR 83 TO CR 183B

WALTON COUNTY, FLORIDA

N

TR

IP

PL

E

G R

D

HALLELUJAH TR

IN

G

LE R

D

CR 183-B

COY ELLIS RD

TROUP SAND, 0% TO 5% SLOPES31

TROUP SAND, 5% TO 8% SLOPES32

TROUP-ORANGEBURG-COWARTS LOAMY SANDS,35

YEMASSEE-GARCON-BIGBEE COMPLEX,48

BIGBEE LOAMY SAND, 0% TO 5% SLOPES,51

OCCASIONALLY FLOODED

OCCASIONALLY FLOODED

5% TO 12% SLOPES

FREQUENTLY FLOODED

100009000800060005000 70004000300010000 20001000

FEET

SCALE 1"=2000'

3559 TIMBERLANE SCHOOL ROAD

TALLAHASSEE, FLORIDA 32312

FAX. (850) 692-7186PH. (850) 692-7185

ALIGNMENT

ALIGNMENT

CR 1883

FOXWORTH SAND, 0% TO 5% SLOPES12

DATE

REVISIONS

DATE DESCRIPTION

NO.

SHEET

PROJECT

WALTON COUNTYDESCRIPTION

3559 TIMBERLANE SCHOOL ROAD

TALLAHASSEE, FLORIDA 32312

DUSTIN TRAVIS MILLS, P.E.

P.E. LICENSE NUMBER 83656

TERRACON CONSULTANTS

FROM SR 83 TO CR 183B

CR 1883 IMPROVEMENTS PHASE I

T H

E O

F F

I C

I A

L R

E C

O R

D O

F T

H I S

S H

E E

T I

S T

H E

E L

E C

T R

O N

I C

F I L

E D

I G

I T

A L

L Y

S I G

N E

D A

N D

S E

A L

E D

U N

D E

R R

U L

E

G

.0

F

.A .C

BORING PLAN

Plan 1

/2

/2

C

W o r k s e ts

\F D

O T

\H F

C

R \G e o te c h n ic a l\

A B

O R

R D

.d g n

:2

:5

P

M p jc r a ig

© 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS

N

LEGEND

AUGER BORING

APPROXIMATE LOCATION OF

0 60 300

Feet

PAVEMENT CORE

AUGER BORING WITH

APPROXIMATE LOCATION OF

CD-1A

CD-1B

CD-2A

CD-2B

CD-3A

CD-3B

CR-01

CR-02

CR-03

CR 1883

T R

IP

P L E G R

D

Mills, Dustin T Typewriter Exhibit A-3

Plan 2

REVISIONS

DATE DESCRIPTION

NO.

SHEET

PROJECT

WALTON COUNTYDESCRIPTION

3559 TIMBERLANE SCHOOL ROAD

TALLAHASSEE, FLORIDA 32312

DUSTIN TRAVIS MILLS, P.E.

P.E. LICENSE NUMBER 83656

TERRACON CONSULTANTS

FROM SR 83 TO CR 183B

CR 1883 IMPROVEMENTS PHASE I

T H

E O

F F

I C

I A

L R

E C

O R

D O

F T

H I S

S H

E E

T I

S T

H E

E L

E C

T R

O N

I C

F I L

E D

I G

I T

A L

L Y

S I G

N E

D A

N D

S E

A L

E D

U N

D E

R R

U L

E

G

.0

F

.A .C

BORING PLAN

/2

/2

C

W o r k s e ts

\F D

O T

\H F

C

R \G e o te c h n ic a l\

A B

O R

R D

.d g n

:2

:1

P

M p jc r a ig

© 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS

N

LEGEND

AUGER BORING

APPROXIMATE LOCATION OF

0 60 300

Feet

PAVEMENT CORE

AUGER BORING WITH

APPROXIMATE LOCATION OF

CD-4A

CD-4B

CD-5A

CD-5B

CD-6A

CD-6B

CR-06

CD-7A

CD-7B

CD-8A

CD-8B

CR-04

CR-05

CR 1883

W H

IP

P O

O R

W

IL

L

H A

LLE

LU

JA

H T

Plan 3

REVISIONS

DATE DESCRIPTION

NO.

SHEET

PROJECT

WALTON COUNTYDESCRIPTION

3559 TIMBERLANE SCHOOL ROAD

TALLAHASSEE, FLORIDA 32312

DUSTIN TRAVIS MILLS, P.E.

P.E. LICENSE NUMBER 83656

TERRACON CONSULTANTS

FROM SR 83 TO CR 183B

CR 1883 IMPROVEMENTS PHASE I

T H

E O

F F

I C

I A

L R

E C

O R

D O

F T

H I S

S H

E E

T I

S T

H E

E L

E C

T R

O N

I C

F I L

E D

I G

I T

A L

L Y

S I G

N E

D A

N D

S E

A L

E D

U N

D E

R R

U L

E

G

.0

F

.A .C

BORING PLAN

/2

/2

C

W o r k s e ts

\F D

O T

\H F

C

R \G e o te c h n ic a l\

A B

O R

R D

.d g n

:2

:1

P

M p jc r a ig

© 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS

N

LEGEND

AUGER BORING

APPROXIMATE LOCATION OF

0 60 300

Feet

PAVEMENT CORE

AUGER BORING WITH

APPROXIMATE LOCATION OF

CR-07

CD-9A

CR-08

CD-10A

CR-09

CD-11A

CD-12A

CR-10

CD-9B

CD-10B

CD-11B

CD-12B

CR 18

C O

Y E

L L

IS

Plan 4

REVISIONS

DATE DESCRIPTION

NO.

SHEET

PROJECT

WALTON COUNTYDESCRIPTION

3559 TIMBERLANE SCHOOL ROAD

TALLAHASSEE, FLORIDA 32312

DUSTIN TRAVIS MILLS, P.E.

P.E. LICENSE NUMBER 83656

TERRACON CONSULTANTS

FROM SR 83 TO CR 183B

CR 1883 IMPROVEMENTS PHASE I

T H

E O

F F

I C

I A

L R

E C

O R

D O

F T

H I S

S H

E E

T I

S T

H E

E L

E C

T R

O N

I C

F I L

E D

I G

I T

A L

L Y

S I G

N E

D A

N D

S E

A L

E D

U N

D E

R R

U L

E

G

.0

F

.A .C

BORING PLAN

/2

/2

C

W o r k s e ts

\F D

O T

\H F

C

R \G e o te c h n ic a l\

A B

O R

R D

.d g n

:2

:4

P

M p jc r a ig

© 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS

N

LEGEND

AUGER BORING

APPROXIMATE LOCATION OF

0 60 300

Feet

PAVEMENT CORE

AUGER BORING WITH

APPROXIMATE LOCATION OF

CR-11

CD-13A

CR-12

CD-13B

CR-13

CR-14

CR 1883

IN

G

L E

Plan 5

REVISIONS

DATE DESCRIPTION

NO.

SHEET

PROJECT

WALTON COUNTYDESCRIPTION

3559 TIMBERLANE SCHOOL ROAD

TALLAHASSEE, FLORIDA 32312

DUSTIN TRAVIS MILLS, P.E.

P.E. LICENSE NUMBER 83656

TERRACON CONSULTANTS

FROM SR 83 TO CR 183B

CR 1883 IMPROVEMENTS PHASE I

T H

E O

F F

I C

I A

L R

E C

O R

D O

F T

H I S

S H

E E

T I

S T

H E

E L

E C

T R

O N

I C

F I L

E D

I G

I T

A L

L Y

S I G

N E

D A

N D

S E

A L

E D

U N

D E

R R

U L

E

G

.0

F

.A .C

BORING PLAN

/2

/2

C

W o r k s e ts

\F D

O T

\H F

C

R \G e o te c h n ic a l\

A B

O R

R D

.d g n

:3

:0

P

M p jc r a ig

© 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS

N

LEGEND

AUGER BORING

APPROXIMATE LOCATION OF

0 60 300

Feet

PAVEMENT CORE

AUGER BORING WITH

APPROXIMATE LOCATION OF

CD-14A

CD-14B

CD-15B

CD-15A

CR-15

CD-16A

CD-16B

CR-16

CD-17B

CD-17A

CR-17

CR 188

C R -1

-B

Exhibit A-4

Facilities | Environmental | Geotechnical | Materials

Field Exploration Procedures

The boring and pavement core locations were selected and laid out on site by Terracon personnel based on the project information provided by CEG and observations made during our site visit. In general, pavement cores were planned to include one core location in alternating lanes approximately every 1,500 feet and were offset on-site to check lower-bound pavement conditions. The field exploration also includes one auger boring near each end of 17 cross-drain locations along the project. Each sampling location was recorded using a GPS hand-held unit and measuring offset from the existing roadway features.

Hand-Auger Borings: The standard hand-auger boring procedure consists of manually turning a 3-inch diameter, 6-inch-long bucket type auger sampler into the soil until full.

The sampler is then retrieved and the soils in the sampler visually examined and classified. This procedure is repeated until the desired termination depth is achieved. It should be noted that a few borings performed for cross-drains were unable to reach the initially planned termination depth due to shallow groundwater, which created a continual sloughing of the hole at the final recorded depth. Auger borings were backfilled with auger cuttings upon completion.

Pavement Cores: Pavement cores were cut from the existing roadway using a nominal 4-inch core barrel, the pavement core was then extracted and thickness of asphalt and base material were recorded on site. To aid in estimating the existing structural number, a Dynamic Cone Penetrometer (DCP) test sounding (ASTM D6951) was performed to a depth of approximately 12-inches into the underlying soils. The results of the DCP tests were used to correlate a subgrade Limerock Bearing Ratio (LBR). Pavement cores were backfilled with auger cuttings and pavement was patched with cold-mix asphalt patch upon completion.

Field logs of each boring location were prepared by the drill crew. These logs included visual classification of the materials encountered as well as the driller’s interpretation of the subsurface conditions between samples. Pavement cores and soil samples were then taken to Terracon’s laboratory for review by an engineer and laboratory index property and corrosion series testing.

Site Photo Log CR 1883 Improvements Phase I ■ Walton County, Florida November 2023 ■ Terracon Project No. HF235116

Page 1 of 5 EXHIBIT A-5

Core C-01 Facing West Core CR-02 Facing East

Core CR-03 Facing East Core CR-04 Facing West

November 2023 ■ Terracon Project No. HF235116

Page 2 of 5 EXHIBIT A-5

Core CR-05 Facing East Core CR-06 Facing Northeast

Core CR-07 Facing East Core C-08 Facing South (West-bound)

November 2023 ■ Terracon Project No. HF235116

Page 3 of 5 EXHIBIT A-5

Core CR-09 Facing Southwest (West-bound) Core CR-10 Facing Southwest (West-bound)

Core CR-11 Facing Southwest (West-bound) Core CR-12 Facing West

November 2023 ■ Terracon Project No. HF235116

Page 4 of 5 EXHIBIT A-5

Core CR-13 Facing Northwest Core CR-14 Facing East

Core CR-15 Facing Southwest Core CR-16 Facing North (East-bound)

November 2023 ■ Terracon Project No. HF235116

Page 5 of 5 EXHIBIT A-5

Core CR-17 Facing Southwest

Notes: 1. Base Type is an asphalt base and included in the pavement core length.

2. Pavement condition is based on visual assessment of pavement condition, crack class and extent, and rut depth.

3. LBR values are estimated based on dual-mass dynamic cone penetrometer (DCP) correlations.

4. Structural coefficients are based on visual pavement classification and condition in accordance with FDOT Flexible Pavement Design Manual 2024 .

Base Subgrade

1 30.78755 86.11525 EB 3.25 N/A1 3.25 0.000 P N/A1 100 0.15 0.08 1.45

2 30.78809 86.11042 WB 5.12 N/A1 5.12 0.000 P N/A1 58 0.15 0.08 1.73

3 30.79014 86.10644 EB 4.00 N/A1 4.00 0.000 P N/A1 84 0.15 0.08 1.56

4 30.79235 86.10242 WB 5.00 N/A1 5.00 0.250 P N/A1 93 0.15 0.08 1.71

5 30.79488 86.09852 EB 4.00 N/A1 4.00 0.000 P N/A1 88 0.15 0.08 1.56

6 30.79822 86.09600 WB 5.00 N/A1 5.00 0.000 P N/A1 87 0.15 0.08 1.71

7 30.80043 86.09217 EB 3.75 N/A1 3.75 0.000 P N/A1 79 0.15 0.08 1.52

8 30.80329 86.08937 WB 3.50 N/A1 3.50 0.125 P N/A1 93 0.15 0.08 1.49

9 30.80712 86.08924 WB 6.00 N/A1 5.40 0.000 P N/A1 66 0.15 0.08 1.86

10 30.81148 86.08865 WB 6.00 N/A1 6.00 0.000 P N/A1 87 0.15 0.08 1.86

11 30.81470 86.08617 EB 4.75 N/A1 4.75 0.000 P N/A1 96 0.15 0.08 1.67

12 30.81613 86.08191 WB 6.00 N/A1 6.00 0.000 P N/A1 93 0.15 0.08 1.86

13 30.81427 86.07791 EB 4.50 N/A1 4.50 0.000 P N/A1 88 0.15 0.08 1.64

14 30.81400 86.07310 WB 6.00 N/A1 2.40 0.000 P N/A1 80 0.15 0.08 1.86

15 30.81645 86.06917 WB 5.75 N/A1 5.75 0.000 P N/A1 79 0.15 0.08 1.82

16 30.81986 86.06726 EB 4.50 N/A1 4.50 0.000 F N/A1 88 0.25 0.08 2.09

17 30.82261 86.06393 EB 4.50 N/A1 4.50 0.000 P N/A1 94 0.15 0.08 1.64

FROM SR 83 TO CR 183B

CR 1883 IMPROVEMENTS PHASE I

EXHIBIT A-6

PAVEMENT CORE AND CONDITION SUMMARY

WALTON COUNTY, FLORIDA

TERRACON PROJECT NO. HF235116

Location Pavement Condition Estimated Limerock Bearing

Ratio (LBR) 3

Existing Structural Number (SNE) Core # Latitude

(deg) Longitude

(deg) Lane

(EB/WB)

Core

Length (in)

Base Type 1

Crack Depth

(in)

Rut Depth

(in)

Pvmnt Cond.2

Asphalt Structural Coefficient

Subgrade Structual

Coefficient

Total Structural Number

Core Photographs

November 2023 ■ Terracon Project No. HF235116

Page 1 of 5 EXHIBIT A-7

Core CR-01 Core CR-02

Core CR-03 Core CR-04

November 2023 ■ Terracon Project No. HF235116

Page 2 of 5 EXHIBIT A-7

Core CR-05 Core CR-06

Core CR-07 Core CR-08

November 2023 ■ Terracon Project No. HF235116

Page 3 of 5 EXHIBIT A-7

Core CR-09 Core CR-10

Core CR-11 Core CR-12

November 2023 ■ Terracon Project No. HF235116

Page 4 of 5 EXHIBIT A-7

Core CR-13 Core CR-14

Core CR-15 Core CR-16

November 2023 ■ Terracon Project No. HF235116

Page 5 of 5 EXHIBIT A-7

Core CR-17

GNE = GROUNDWATER NOT ENCOUNTERED

= SEASONAL HIGH WATER TABLE

= WATER TABLE ENCOUNTERED

STRATA BOUNDARIES ARE APPROXIMATE MAKE FINAL CHECK AFTER GRADING

EMBANKMENT AND SUBGRADE MATERIAL

TBD SURVEY ENDS STA.:SURVEY BEGINS STA.:

DATE OF SURVEY:

SURVEY MADE BY:

SUBMITTED BY:

DECEMBER 2023

TERRACON CONSULTANTS, INC.

DUSTIN TRAVIS MILLS, P.E. WALTON

CR 1883

COUNTY:

ROAD NO.:

448615-1-54-01FINANCIAL PROJECT NO.:

CROSS SECTION SOIL SURVEY FOR THE DESIGN OF ROADS

CORROSION TEST RESULTS

pHTESTS

NO. OF

4.3-5.1

4.7-6.8

4.6-5.2

ATTERBERG

LIMITS (%)

INDEX

PLASTIC

LIMIT

LIQUID

TESTS

NO. OF

CONTENT

ORGANIC

TESTS

NO. OF

CONTENT

MOISTURE

ORGANIC

3)

2) THE SYMBOL "-" REPRESENTS AN UNMEASURED PARAMETER.

SOIL ANALYSIS INCLUDES DATA FROM ROADWAY AND DRAINAGE BORINGS ONLY.

NOTES:

1) SOIL BOUNDARIES ARE APPROXIMATE AND REPRESENT SOIL STRATA AT EACH BORING LOCATION ONLY.

7-9

5-27

7-9

5-11

6-10

97,000-130,000

14,000-53,000

110,000-130,000

5-9

SULFATES

ppm

CHLORIDES

ppm

RESISTIVITY

ohm-cm

MATERIAL DESCRIPTION

AASHTO

GROUP

MESH

MESH

MESH

MESH

MESH

NO. OF

TESTSNO.

STRATUM

REPORT OF TESTS

SIEVE ANALYSIS RESULTS

% PASS

THE MATERIAL FROM STRATA 1 AND 2 REPRESENT "SELECT" (S) SOILS.

THE MATERIAL FROM STRATUM 2 IS LIKELY TO RETAIN EXCESS MOISTURE AND BE DIFFICULT TO DRY AND COMPACT.

4)

5)

NO. OF

TESTS

CONTENT

MOISTURE

REFERENCE:

A-2-4

THE MATERIAL FROM STRATUM 3 REPRESENTS "PLASTIC" (P) SOILS.6)

PROJECT NAME: CR 1883 IMPROVEMENTS PHASE 1

TBD

TBD

A-6

A-2-7

3-11

6-12

16-20

99-100

85-100

99-100

69-80

75-91

93-99

30-57

45-82

76-98

12.31

25-55

66-79

7-10

16-30

35-61 38-42 21-24

GRAY AND BROWN FINE SAND

BROWN SILTY FINE SAND

BROWN AND ORANGE CLAYEY FINE SAND TO CLAYEY SAND

A-3

DATE DESCRIPTION

NO.

SHEET

PROJECT

WALTON COUNTYDESCRIPTION

3559 TIMBERLANE SCHOOL ROAD

TALLAHASSEE, FLORIDA 32312

DUSTIN TRAVIS MILLS, P.E.

P.E. LICENSE NUMBER 83656

TERRACON CONSULTANTS

FROM SR 83 TO CR 183B

CR 1883 IMPROVEMENTS PHASE I

T H

E O

F F

I C

I A

L R

E C

O R

D O

F T

H I S

S H

E E

T I

S T

H E

E L

E C

T R

O N

I C

F I L

E D

I G

I T

A L

L Y

S I G

N E

D A

N D

S E

A L

E D

U N

D E

R R

U L

E

G

.0

F

.A .C

SOIL SURVEY

/2

/2

C

W o r k s e ts

\F D

O T

\H F

C

R \G e o te c h n ic a l\

S S

U V

R D

.d g n

:3

:5

P

M p jc r a ig

Mills, Dustin T

Exhibit A-8

30.78755 30.78809

-86.11042

30.79014

CR-01 CR-02 CR-03

30.79488 30.79822 30.80043

-86.09217

BORING No.

LATITUDE:

LONGITUDE:

CR-04 CR-05 CR-06 CR-07

-86.11525 -86.10644 -86.10242 -86.09852 -86.09600

30.79235

30.80329 30.80712

-86.08924

30.81148

CR-08 CR-09 CR-10

30.81613 30.81427 30.81400

-86.07310

BORING No.

CR-11 CR-12 CR-13 CR-14

-86.08937 -86.08865 -86.08617 -86.08191 -86.07791

30.81470

30.81645 30.81986

-86.06726

30.82261

CR-15 CR-16 CR-17BORING No.

-86.06917 -86.06393

LATITUDE:

LONGITUDE:

LATITUDE:

LONGITUDE:

D E

P T

H I

N F

E E

T D

E P

T H

I N

F E

E T

D E

P T

H I

N F

E E

T

2 2

3 2 3 2

2 22

1 1

1 1

1 1 1

GNE

11-1-23

GNE

11-1-23

GNE

11-1-23

GNE

11-1-23

GNE

11-1-23

GNE

11-1-23

GNE

11-1-23

GNE

11-1-23

GNE

11-1-23

GNE

11-2-23

GNE

11-2-23

GNE

11-2-23

GNE

11-2-23

GNE

11-2-23

GNE

11-2-23

GNE

11-2-23

GNE

11-2-23

ENCOUNTERED GROUNDWATER LEVEL WITH

DATE OF READING

ESTIMATED SEASONAL HIGH GROUNDWATER LEVEL

LEGEND

BROWN SILTY FINE SAND (A-2-4)2

GROUNDWATER NOT ENCOUNTERED TO THE

DEPTH OF BORING

GNE

GRAY AND BROWN FINE SAND (A-3)

BROWN AND ORANGE CLAYEY FINE SAND

TO CLAYEY SAND (A-2-7)(A-6)

6-20-22

DATE DESCRIPTION

NO.

SHEET

PROJECT

WALTON COUNTYDESCRIPTION

3559 TIMBERLANE SCHOOL ROAD

TALLAHASSEE, FLORIDA 32312

DUSTIN TRAVIS MILLS, P.E.

P.E. LICENSE NUMBER 83656

TERRACON CONSULTANTS

FROM SR 83 TO CR 183B

CR 1883 IMPROVEMENTS PHASE 1

T H

E O

F F

I C

I A

L R

E C

O R

D O

F T

H I S

S H

E E

T I

S T

H E

E L

E C

T R

O N

I C

F I L

E D

I G

I T

A L

L Y

S I G

N E

D A

N D

S E

A L

E D

U N

D E

R R

U L

E

G

.0

F

.A .C

REPORT OF AUGER BORINGS

FOR ROADWAY

Mills, Dustin T

Exhibit A-9

ENCOUNTERED GROUNDWATER LEVEL WITH

DATE OF READING

ESTIMATED SEASONAL HIGH GROUNDWATER LEVEL

LEGEND

BROWN SILTY FINE SAND (A-2-4)2

GROUNDWATER NOT ENCOUNTERED TO THE

DEPTH OF BORING

GNE

GRAY AND BROWN FINE SAND (A-3)

BROWN AND ORANGE CLAYEY FINE SAND

TO CLAYEY SAND (A-2-7)(A-6)

6-20-22

30.78748 30.78763

-86.11592

30.78751

CD-1A CD-1B CD-2A

30.78776 30.78792 30.79258

-86.10186

BORING No.

CD-2B CD-3A CD-3B CD-4A

-86.11591 -86.11431 -86.11431 -86.11079 -86.11088

30.78766

30.79271 30.79404

-86.09968

30.79416

CD-4B CD-5A CD-5B

30.79632 30.79876 30.79886

-86.09560

BORING No.

CD-6A CD-6B CD-7A CD-7B

-86.10193 -86.09976 -86.09673 -86.09687 -86.09548

30.79623

30.79977 30.79990

-86.09431

30.80270

CD-8A CD-8B CD-9A

30.80560 30.80530 30.80879

-86.08905

BORING No.

CD-9B CD-10A CD-10B CD-11A

-86.09424 -86.08929 -86.08948 -86.08919 -86.08934

30.80270

30.80878 30.81077

-86.08881

30.81077

CD-11B CD-12A CD-12B

30.81620 30.81455 30.81476

-86.07171

BORING No.

CD-13A CD-13B CD-14A CD-14B

-86.08929 -86.08900 -86.08277 -86.08278 -86.07168

30.81606

30.81512 30.81525

-86.07077

30.81774

CD-15A CD-15B CD-16A

30.82157 30.82171

BORING No.

CD-16B CD-17A CD-17B

-86.07068 -86.06824 -86.06845 -86.06601 -86.06607

30.81763LATITUDE:

LONGITUDE:

LATITUDE:

LONGITUDE:

LATITUDE:

LONGITUDE:

LATITUDE:

LONGITUDE:

LATITUDE:

LONGITUDE:

D

E P

T H

I N

F E

E T

D E

P T

H I

N F

E E

T D

E P

T H

I N

F E

E T

D E

P T

H I

N F

E E

T D

E P

T H

I N

F E

E T

1 1

1 1

222222

2 2

11-17-23

11-17-23

11-17-23

11-17-23

11-17-23

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

GNE

11-17-23

DATE

REVISIONS

DATE DESCRIPTION

NO.

SHEET

PROJECT

WALTON COUNTYDESCRIPTION

3559 TIMBERLANE SCHOOL ROAD

TALLAHASSEE, FLORIDA 32312

DUSTIN TRAVIS MILLS, P.E.

P.E. LICENSE NUMBER 83656

TERRACON CONSULTANTS

FROM SR 83 TO CR 183B

CR 1883 IMPROVEMENTS PHASE 1

T H

E O

F F

I C

I A

L R

E C

O R

D O

F T

H I S

S H

E E

T I

S T

H E

E L

E C

T R

O N

I C

F I L

E D

I G

I T

A L

L Y

S I G

N E

D A

N D

S E

A L

E D

U N

D E

R R

U L

E

G

.0

F

.A .C

REPORT OF AUGER BORINGS

FOR CROSS-DRAINS

Mills, Dustin T

Exhibit A-10

Notes:

1. Approximate depth below existing ground surface measured at the time of exploration.

2. Coordinates recorded using a handheld GPS unit.

3. Borings less than 5 feet were terminated due to continual caving from sand below shallow groundwater.

4. "GNE" indiciates groundwater was not encountered.

5. "-" indicates that the estimated seasonal high water level is greater than the depth of the soil boring.

Estimated Depth to Seasonal High

Groundwater (ft)

CR-01 5.0 30.78755 86.11525 GNE -

CR-02 5.0 30.78809 86.11042 GNE -

CR-03 5.0 30.79014 86.10644 GNE -

CR-04 5.0 30.79235 86.10242 GNE -

CR-05 5.0 30.79488 86.09852 GNE -

CR-06 5.0 30.79822 86.09600 GNE -

CR-07 5.0 30.80043 86.09217 GNE -

CR-08 5.0 30.80329 86.08937 GNE -

CR-09 5.0 30.80712 86.08924 GNE -

CR-10 5.0 30.81148 86.08865 GNE -

CR-11 5.0 30.81470 86.08617 GNE -

CR-12 5.0 30.81613 86.08191 GNE -

CR-13 5.0 30.81427 86.07791 GNE -

CR-14 5.0 30.81400 86.07310 GNE -

CR-15 5.0 30.81645 86.06917 GNE -

CR-16 5.0 30.81986 86.06726 GNE -

CR-17 5.0 30.82261 86.06393 GNE -

CD-1A 5.0 30.78748 86.11591 GNE -

CD-1B 5.0 30.78763 86.11592 GNE -

CD-2A 5.0 30.78751 86.11431 GNE -

CD-2B 5.0 30.78766 86.11431 GNE -

CD-3A 1.5 30.78776 86.11079 0.1 0.0

CD-3B 5.0 30.78792 86.11088 2.6 1.0

CD-4A 5.0 30.79258 86.10186 GNE -

CD-4B 5.0 30.79271 86.10193 GNE -

Depth to Measured

Groundwater1

(ft)

Boring Label

Boring Depth1

(ft)

Approximate Lattitude2

(deg)

Approximate Longitude2

(deg)

TERRACON PROJECT NO. HF235116

EXHIBIT A-11

BORING AND GROUNDWATER DATA

CR 1883 IMPROVEMENTS PHASE I

FROM SR 83 TO CR 183B

WALTON COUNTY, FLORIDA

Notes:

1. Approximate depth below existing ground surface measured at the time of exploration.

2. Coordinates recorded using a handheld GPS unit.

3. Borings less than 5 feet were terminated due to continual caving from sand below shallow groundwater.

4. "GNE" indiciates groundwater was not encountered.

5. "-" indicates that the estimated seasonal high water level is greater than the depth of the soil boring.

Estimated Depth to Seasonal High

Groundwater (ft)

Depth to Measured

Groundwater1

(ft)

Boring Label

Boring Depth1

(ft)

Approximate Lattitude2

(deg)

Approximate Longitude2

(deg)

TERRACON PROJECT NO. HF235116

EXHIBIT A-11

BORING AND GROUNDWATER DATA

CR 1883 IMPROVEMENTS PHASE I

FROM SR 83 TO CR 183B

WALTON COUNTY, FLORIDA

CD-5A 5.0 30.79404 86.09968 GNE -

CD-5B 5.0 30.79416 86.09976 GNE -

CD-6A 5.0 30.79623 86.09673 GNE -

CD-6B 5.0 30.79632 86.09687 GNE -

CD-7A 5.0 30.79876 86.09548 GNE -

CD-7B 5.0 30.79886 86.09560 GNE -

CD-8A 5.0 30.79977 86.09424 GNE -

CD-8B 5.0 30.79990 86.09431 GNE -

CD-9A 5.0 30.80270 86.08929 GNE -

CD-9B 5.0 30.80270 86.08948 GNE -

CD-10A 5.0 30.80560 86.08919 GNE -

CD-10B 5.0 30.80560 86.08934 GNE -

CD-11A 4.0 30.80879 86.08905 3.3 3.0

CD-11B 5.0 30.80878 86.08929 GNE -

CD-12A 3.0 30.81077 86.08881 2.4 1.5

CD-12B 2.0 30.81077 86.08900 0.9 0.5

CD-13A 5.0 30.81606 86.08277 GNE -

CD-13B 5.0 30.81620 86.08278 GNE -

CD-14A 5.0 30.81455 86.07168 GNE -

CD-14B 5.0 30.81476 86.07171 4.0 3.0

CD-15A 5.0 30.81512 86.07068 GNE -

CD-15B 5.0 30.81525 86.07077 GNE -

CD-16A 5.0 30.81774 86.06824 GNE -

CD-16B 5.0 30.81763 86.06845 GNE -

CD-17A 5.0 30.82157 86.06601 GNE -

CD-17B 5.0 30.82171 86.06607 GNE -

Appendix B

Laboratory Testing

Exhibit B-1 Laboratory Testing Procedures (2 pages)

Exhibit B-2 Summary of Laboratory Testing

Exhibit B-3 Summary of Corrosion Series Testing

Exhibit B-1

Laboratory Testing Procedures

General: During the field exploration, a portion of each recovered soil sample was placed in glass jars and transported to our laboratory for further visual observation and laboratory testing. Representative samples were tested for moisture content, grain size distribution, and Atterberg limits. The visual-manual classifications for soil samples were modified as appropriate based upon the laboratory testing results.

The soil samples were classified in general accordance with the AASHTO soil classification system based on the material's texture and plasticity. A brief description of the soil classification system is included in Exhibit C-1. The following are brief descriptions of the laboratory testing procedures performed as part of this study.

Moisture Content: To determine the moisture content of the selected soil sample, the test specimen was dried in an oven to constant mass in general accordance with AASHTO T 265. The water content was then calculated using the mass of the water and the mass of the dry specimen. The water content is used to express the phase relationship of air, water, and solid in a given volume of material.

Grain Size Distribution: To conduct this test, a sample is dried and then shaken over various standard sieve sizes. The weight of soil retained on each sieve is measured and cumulative percentage by weight passing each sieve is calculated. This test was conducted in general accordance with AASHTO T 088.

Atterberg Limits: fine-grained soils containing clay minerals can be remolded without crumbling in the presence of some moisture. Absorbed water surrounding the clay particles causes this cohesive behavior. At very low moisture content, clay soils behave more like a solid. Consequently, when moisture content is very high, clay soils behave more like a liquid. Depending on the moisture content, the behavior of clayey soils can be characterized into four distinct states – solid, semisolid, plastic, and liquid.

The moisture content at which the transition from semisolid to plastic state occurs is the plastic limit (PL). Similarly, the transition from plastic to liquid state is the liquid limit (LL). The plasticity index (PI) is the difference between the liquid limit and plastic limit and is important in the classification of fine-grained soils. The liquid and plastic limit tests performed on fine-grained samples were performed in general accordance with AASHTO T 89 and T 90.

Exhibit B-1 pH: The pH is an expression of the concentration of the dissociated hydrogen ions present in aqueous solution. The pH values range from 1 to 14 with values below 7 indicating acidic conditions and values above 7 indicating alkaline conditions. This test is performed using a calibrated electronic pH meter with a sensing probe. The meter is calibrated by immersing the probe in a solution with a known pH. The soil pH is determined by mixing equal weights of soil and distilled water and testing the supernatant solution with the pH probe. The testing was conducted in general accordance with FM 5-550.

Electrical Resistivity: Resistivity is a measure of the resistance to flow of electrical current through the soil. Resistivity, the inverse of conductivity, is measured in units of ohm-centimeters. This measurement was performed with a soil box and a soil resistance meter. The testing was conducted in general accordance with FM 5-551.

Chloride Content: The chloride content of the sample was determined by titration with mercuric nitrate. The soil was rinsed with an amount of distilled water equal in weight to the dry soil. The soil was then removed from the water (which consisted of distilled water and natural soil moisture) and the silver nitrate titration was performed on the water. The testing was conducted in general accordance with FM 5-552.

Sulfate Content: The sulfate content of the sample was determined turbidimetrically.

The soil was rinsed with an amount of distilled water equal in weight to the dry soil. The soil was then removed from the water (which consisted of distilled water and natural soil moisture) and the turbidity of the water was determined using a photometer. The turbidity gives an indirect indication of the sulfate content. The testing was conducted in general accordance with FM 5-553.

4 10 40 60 100 200 LL PL PI

CR-01 1-2 100 100 80 33 12 7 3 - - - A-3 1

CR-02 0.4-0.8 100 100 86 45 25 20 10 - NP NP A-2-4 2

CR-03 4-4.5 99 99 93 76 66 61 16 38 14 24 A-6 3

CR-04 0.7-1.2 99 99 82 45 27 18 6 - - - A-2-4 2

CR-05 0.8-1.3 99 99 70 30 14 10 11 - - - A-3 1

CR-07 0.9-1.4 99 99 71 35 14 10 11 - - - A-3 1

CR-08 2-2.5 100 100 69 34 15 10 8 - - - A-3 1

CR-09 1-1.5 100 100 99 98 79 35 20 42 21 21 A-2-7 3

CR-10 0.9-1.4 99 98 82 70 47 18 9 - NP NP A-2-4 2

CR-11 0.8-1.3 100 100 79 46 23 10 6 - - - A-3 1

CR-13 0.4-0.9 100 100 76 57 31 10 4 - NP NP A-3 1

CR-14 1.0-1.5 100 100 89 80 53 30 12 23 14 9 A-2-4 2

CR-15 2-2.5 100 100 91 82 55 24 10 23 18 5 A-2-4 2

CR-16 3-3.5 89 85 75 65 35 18 9 - - - A-2-4 2

CR-17 0.4-0.9 100 100 88 73 37 16 6 - NP NP A-2-4 2

TERRACON PROJECT NO. HF235116

EXHIBIT B-2

SUMMARY OF LABORATORY TESTING

CR 1883 IMPROVEMENTS PHASE I

WALTON COUNTY, FLORIDA

FROM SR 83 TO CR 183B

Boring Number

Sample Depth (Feet)

Percent Passing (%) US Standard Sieve Moisture

Content (%) Atterberg Limits AASHTO Soil

Classification Stratum Number

Steel Concrete

CD-01B 1-5 1 5.1 6 5 130,000 Extremely Aggressive

Moderately Aggressive

CD-03A 0-1 1 4.3 10 5 110,000 Extremely Aggressive

Extremely Aggressive

CD-05A 0-3 2 6.8 11 27 15,000 Moderately Aggressive

Slightly Aggressive

CD-07A 1-5 3 5.2 7 9 130,000 Extremely Aggressive

Moderately Aggressive

CD-11B 1-5 2 4.7 11 23 53,000 Extremely Aggressive

Extremely Aggressive

CD-13B 1-5 3 4.6 9 7 97,000 Extremely Aggressive

Extremely Aggressive

CD-16A 1-5 2 6.7 5 5 14,000 Moderately Aggressive

Slightly Aggressive

Note: Classification is based on the criteria outlined in the FDOT Structures Design Guidelines (2024) .

Substructure Environmental ClassificationChloride

Content (ppm)

Electrical Resistivity (ohm-cm)

Stratum Number

EXHIBIT B-3

SUMMARY OF CORROSION SERIES TESTING

FROM SR 83 TO CR 183B

TERRACON PROJECT NO. HF235116

CR 1883 IMPROVEMENTS PHASE I

WALTON COUNTY, FLORIDA

Location Depth Range (ft) pH

Sulfate Content (ppm)

Appendix C

Supporting Information

Exhibit C-1 AASHTO Soil Classification System

Exhibit C-2 DRAFT Guide Specification for Stress Absorbing Membrane Interlayer (5 pages)

Exhibit C-1

LI

Q

U

ID

L

IM

IT

(L

L)

AASHTO Soil Classification System

Group Subgroup Percent Passing U.S. Sieve No. Character of Fraction

Passing No. 40 Sieve Group Index No.310 40 200 Liquid Limit

(LL)

Plasticity Index (PI)

A-1

50 Max.

50 Max. 25 Max. - 6 Max. 0

A-1-a 30 Max. 15 Max. - 6 Max. 0

A-1-b 50 Max. 25 Max. - 6 Max. 0 A-21 35 Max. 0 to 4

A-2-4 35 Max. 40 Max. 10 Max. 0

A-2-5 35 Max. 41 Min. 10 Max. 0

A-2-6 35 Max. 40 Max. 11 Min. 4 Max.

A-…